Relevant bibliographies by topics / Modelo cam-clay

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers

Academic literature on the topic 'Modelo cam-clay'

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Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Modelo cam-clay"

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Camacho Tauta, Javier Fernando, Óscar Javier Reyes Ortiz, and Paula Bibiana Bueno Pumarejo. "Utilización del modelo CAM-CLAY modificado en suelos cohesivos de la Sabana de Bogotá." Ciencia e Ingeniería Neogranadina 14 (November 1, 2004): 20–29. http://dx.doi.org/10.18359/rcin.1265.

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Con el fin de estudiar el comportamiento mecánico de arcillas típicas de la Sabana de Bogotá, se llevó a cabo un programa de investigación experimental en laboratorio que incluyó ensayos básicos de caracterización, consolidación unidimensional y compresión triaxial consolidada no drenada. De los resultados se obtuvieron los principales parámetros de resistencia y deformabilidad de acuerdo con la teoría del estado crítico. Estos parámetros permiten conformar un modelo de comportamiento bajo el régimen elastoplástico. Se utilizó el modelo Cam-Clay Modificado (CCM) para reproducir las deformaciones resultantes para cada trayectoria de esfuerzos aplicada. Se compararon las curvas producidas por el modelo con respecto a los resultados experimentales, lo que permitió identificar bajo cuales condiciones el modelo simula mejor el comportamiento del suelo y sobre qué variables se debe trabajar para obtener un modelo constitutivo completo.
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Ballesteros Granados, Rubby Vanesa. "Obtención de Parámetros del Modelo Hardening Soil Mediante Ensayo CPTu en suelos Blandos de Bogotá." Revista Politécnica 14, no. 26 (June 2018): 89–97. http://dx.doi.org/10.33571/rpolitec.v14n26a8.

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Proyectos de ingeniería como excavaciones, cimentaciones y/o estabilización de taludes, cada día requieren estudios más exigentes que implementen análisis en elementos finitos para obtener resultados más precisos y confiables, esto sólo es posible garantizando la calidad de la información utilizada y definiendo adecuadamente el modelo constitutivo que mejor represente el comportamiento del suelo. Ya sea el modelo Mohr Coulomb, Cam Clay, Hardening Soil u otros disponibles, la obtención de parámetros de entrada con técnicas convencionales de exploración requieren de ejecutar múltiples ensayos que en algunas ocasiones resultan costosos. Por esta razón, los ensayos con técnicas avanzadas de exploración como la prueba de penetración de cono con medición de presión de poros CPTu, representa una buena alternativa para caracterizar el suelo de forma rápida y detallada. Este artículo presenta la obtención de parámetros del modelo Hardening Soil a partir del ensayo CPTu y su validación con resultados de ensayos de laboratorio.
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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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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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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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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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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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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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De la Morena, Gema, Laura Asensio, Vicente Navarro, and Ángel Yustres. "A simple procedure to improve the explicit integration of Cam-Clay models." Computers and Geotechnics 81 (January 2017): 207–11. http://dx.doi.org/10.1016/j.compgeo.2016.08.011.

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Kuznecov, S., and A. Al' Shemali. "MODIFIED CAM-CLAY MODELS FOR DYNAMIC ANALYSIS OF GRANULAR METAMATERIALS IN EARTHQUAKE ENGINEERING." Construction Materials and Products 4, no. 3 (August 12, 2021): 54–60. http://dx.doi.org/10.34031/2618-7183-2021-4-3-54-60.

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the problem of protecting buildings and structures from vibrations of natural and artificial nature is im-portant for modern construction. One of such modern methods of protection is seismic pads. The purpose of this work was to study the effect of adding a layer of granular metamaterial under a slab foundation on the vibration of a building under the influence of seismic shear waves (S-waves). To achieve this objective, the finite element method (FEM) was used in combination with Cam-Clay models. The FE model consists of a ten-story superstructure rested on the slab foundation, under which there is a layer of granular metamateri-als. 16 models were created taking into account changes in the values of these parameters (pad thickness; density; cohesion; critical state strength parameter (M); Young's modulus-Poisson's ratio). The dynamic analysis performed using the software package Abaqus/CAE showed the effectiveness of granular met-amaterials in their ability to dissipate seismic energy and significantly reduce vibration transmitted from the ground to the building.
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Dissertations / Theses on the topic "Modelo cam-clay"

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Lodi, Paulo César. "Aplicação do modelo cam-clay modificado a um solo arenoso." Universidade de São Paulo, 1998. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-23032007-151306/.

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O modelo cam-clay modificado foi aplicado aos resultados experimentais obtidos para um solo arenoso típico da cidade de São Carlos. Os ensaios de compressão triaxial foram conduzidos em equipamento moderno, com instrumentação interna, segundo distintas trajetórias de carregamento. Verificou-se que os resultados obtidos em termos de modelagem foram satisfatórios, principalmente quando a tensão octaédrica (p\') foi diminuida durante os carregamentos. Nesse caso, tanto em termos de modelagem como de resultados experimentais, houve expansão de volume do solo. Com o aumento da tensão octaédrica, verificou-se a ocorrência de compressão volumétrica do solo. Observou-se que o modelo apresenta uma previsão de deformações axiais maiores do que as observadas experimentalmente nas trajetórias de -30, -50, 30, 40, 50, 60, 120 graus e no ensaio triaxial convencional com \'sigma\' 3 = 100 kPa. Além disso, determinou-se a superfície inicial de plastificação do solo utilizando-se dois critérios que tenderam a fornecer valores de tensão de cedência aproximadamente iguais, notando-se que a condição de fluxo associado não é obedecida.
The modified cam-clay model was used to model experimental results of a sandy soil from São Carlos - SP. Triaxial compression tests were performed using Bishop - Wesley cell with internal transducers to measure axial and radial strains. It was observed that the model fairly fitted experimental results, specially when medium effective stress (p\') is reduced during loading. In this case, both the model and the experimental results, showed volume increase. When (p\') increases the model and the tests showed a tendency to give volumetric compression, although the values were differents. The model yielded strains larger than that measured in the tests when the stress-paths were of -30, -50, 30, 40, 50, 60, 120 degrees and in axial compression test with 100 kPa of confining pressure. Besides that, initial yield surface of soil was calculated from test results using two different criteria which gave about the same yield stress and it is show that normality rule was not satisfied in this soil.
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Silva, Adriano Frutuoso da. "Análises tridimensionais de barragens de enrocamento com face de concreto com objetivo de otimizar os critérios de projeto." reponame:Repositório Institucional da UnB, 2007. http://repositorio.unb.br/handle/10482/1582.

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Tese (doutorado)—Universidade de Brasília, Faculdade de Tecnologia, Departamento de Engenharia Civil e Ambiental, 2007.
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As barragens de enrocamento com face de concreto (BEFC) têm sido construídas com freqüência crescente em todo mundo. Apesar disso, os critérios de projeto são ainda predominantemente empíricos baseados na experiência prática obtida de obras já construídas. A utilização da análise numérica ainda não é uma ferramenta usual para o desenvolvimento e dimensionamento desse tipo de barragem. Visando reduzir o empirismo dos projetos, a presente pesquisa propõe uma metodologia para análise do comportamento de BEFC e dimensionamento estrutural da laje, baseada nos seguintes aspectos: análise numérica tridimensional de todas as fases de projeto da barragem (construção, enchimento e rebaixamento); comportamento conjunto do maciço e face de concreto; elemento de interface para representar o contato entre essas estruturas; simulação separada da laje com elementos de placas sobre base elástica, usando coeficientes de recalque calibrados a partir das análises numéricas para fase de enchimento. Para validação dessa metodologia foi feita uma análise da barragem Barra Grande. Nessas análises, o enrocamento foi modelado com modelo elastoplástico Cam-Clay modificado, a laje com o modelo elástico linear e a interface foi representada por um modelo elástico-perfeitamente plástico com critério de ruptura de Drucker-Prager. Os resultados permitiram observar a influência do processo construtivo, das condições de contorno impostas na interface maciço-ombreira e da mudança de inclinação do talude da ombreira no comportamento da barragem e da laje, resultando em um dimensionamento da laje mais otimizado em termo de taxa de armadura. Portanto, este trabalho apresenta-se como mais um avanço no sentido de propiciar projetos de BEFC mais elaborados, baseados em fundamentos técnicos racionais. _________________________________________________________________________________ ABSTRACT
Concrete Face Rockfill Dams (CFRD) have been constructed with increasing frequency all around the world. However, design criteria still are mostly empirical and based on practical experience obtained during the construction of this type of dam. The use of numerical analyses is not yet a usual tool in the development and design of CFRD. Aiming to reduce the design empiricism, this research proposes a methodology to analyze the CFRD behavior and to design the structural concrete face, based on the following aspects: three-dimensional numerical analysis of all design phases (construction, reservoir filling and rapid drawdown); associated analysis of the concrete face and the rockfill dam mass; interface element to represent the contact between these structures; separated analysis of concrete face with plate elements over an elastic bases, using settlement coefficients calibrated from the numerical analysis during reservoir filling phase. The methodology was validated using Barra Grande Dam as a case study. In these analyses, the rockfill was simulated with the Modified Cam- Clay elastoplastic model, the concrete face with a linear elastic model and the interface represented by an elastic-perfectly plastic model with the Drucker-Prager failure criterion. The results highlight the influence of the construction process, imposed boundary conditions on the shoulders interface and the changes in shoulder slope on the whole dam behavior, resulting in an optimized concrete face design regarding the rate of steel reinforcement. Therefore, this research represents a contribution to CFRD design, based on a rational technical framework.
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Nader, José Jorge. "Modelos elasto-plásticos para solos: o Cam-Clay e sua aplicação a diferentes trajetórias de tensão." Universidade de São Paulo, 1993. http://www.teses.usp.br/teses/disponiveis/3/3145/tde-03042018-072402/.

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A deformação dos solos é, atualmente, objeto de intensas pesquisas em todo o mundo movidas pelas necessidades da engenharia geotécnica. Este trabalho, que aborda o tema nos aspectos teórico e experimental, inicia-se revendo as relações constitutivas elasto-plásticas e o modelo Cam-Clay, cuja formulação matemática é apresentada de um modo diferente do usual. O modelo é construído de forma sistêmica a partir das equações elasto-plásticas gerais. Na parte experimental investiga-se o comportamento de um solo siltoso remoldado, quando submetido a ensaios triaxiais com diferentes trajetórias de tensão após adensamento isotrópico. Por fim comparam-se resultados experimentais e teóricos. Conclui-se que o modelo comporta-se melhor nas trajetórias de tensão em que não há diminuição da tensão octaédrica, embora preveja deformações volumétricas exageradas. Por sua vez, nas trajetórias em que há diminuição da tensão octaédrica, a diferença entre o comportamento previsto e o observado é grande, revelando que o modelo não deve ser aplicado nesses casos.
Soil deformation is today a subject of intense research all over the world motivated by the necessities of the geotechnical engineering. This work, which approaches the theme in both theoretical and experimental aspects, reviews the elastoplastic constitutive relations and the Cam-Clay model, and examines the behavior of a remoulded silty soil when subjected to different stress paths. Following a brief exposition of some basic Continuum Mechanics concepts, the elastic and elastoplastic constitutive equations are presented in a general form, which serve as a basis for several soil models. After a discussion about soil behavior and its representation by models, the Cam-Clay mathematical formulation is presented in an unusual form: it begins with the general elastoplastic constitutive equations, the elastic stress-strain relation, the yield function and the hardening law being given. The plastic stress-strain relation in deduced. In the experimental part the behavior of a remoulded silty soil from the Escola Politécnica Foundation Experimental Field is investigated. Oedometric, isotropic and triaxial compression tests (that were performed as part of the research) are described and analysed. Among them the triaxial tests with different stress paths after isotropic consolidation constitute the principal subject of analysis. Finally the Cam-Clay equations are integrated along the tests stress paths and the experimental e theoretical results are confronted. The conclusions is that the model behaves better in stress paths where there is no octabedral stress reduction, although even then it predicts exaggerated volumetric strains. In its turn, in stress paths where there is an octahedral stress reduction the difference between predicted and observed behavior is large, revealing that the model should not be applied in such cases.
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Arvelo, Jose. "ADAPTING THE MODIFIED CAM CLAY CONSTITUTIVE MODEL TO THE COMPUTATIONAL ANALYSIS OF DENSE GRANULAR SOILS." Master's thesis, University of Central Florida, 2005. http://digital.library.ucf.edu/cdm/ref/collection/ETD/id/2452.

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The computational constitutive Modified Cam Clay Model (MCCM) was developed at Cambridge to study the behavior of clays and has been proven to be effective. In this study, this model is extended to the case of dense sands to analyze the accuracy of the stress-strain behavior. This analysis is based on triaxial test data applied to remolded and compacted sand samples under drained conditions. The laboratory triaxial tests were performed by the Florida Department of Transportation to research the permeability effect in sandy soils compacted up to 95% of maximum unit weight at the optimum moisture content. Each soil sample was tested using different stress paths. In addition, these data were also used to obtain the soil parameters. These soil parameters are used as input data for the Modified Cam Clay Model. Moreover, a computer program in MATLAB was developed based on the MCCM constitutive theory and application in order to predict the stress-strain response for overconsolidated soils under drained condition. Based on observations of the qualitative behavior of these soils, a modification is proposed in this thesis to the original constitutive model to improve the predicted stress-strain behavior. The results of the computer program are typically presented in the deviatoric stress versus shear strain and the stress path plane (deviatoric stress versus mean effective stress). These are the principal plots used for the behavior prediction of soil specimens. Furthermore, the results of the computer program were compared to the laboratory triaxial test data. In general, it is may be concluded that, MCCM with some modification, is applicable to dense sands.
M.S.C.E.
Department of Civil and Environmental Engineering
Engineering and Computer Science
Civil Engineering
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Brulin, Jérôme. "Modélisation thermomécanique d'un creuset de haut fourneau." Thesis, Orléans, 2010. http://www.theses.fr/2010ORLE2047/document.

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Le creuset est une structure majoritairement composée de matériaux réfractaires destinés à supporter de fortes sollicitations thermomécaniques, dues au contact direct de ses parois internes avec la fonte à 1500°C. L’objectif de cette thèse est de développer un modèle thermomécanique de creuset capable de localiser les zones sensibles de la structure et d’estimer les contraintes. Des blocs de carbone, des structures maçonnées (briques avec mortier) et un pisé carboné sont les principaux constituants du creuset. Afin d’identifier leur comportement, des essais de caractérisation ont été développés pour des températures atteignant les 1500°C. Un modèle de type Cam-Clay modifié est proposé pour modéliser le comportement compactant du pisé. L’influence de la température et des fortes pressions est prise en compte. Une bonne corrélation est obtenue entre les résultats expérimentaux et numériques. Les structures maçonnées, en contact direct avec la fonte, sont fortement sollicitées, ce qui peut conduire à l’ouverture des joints de mortier. La modélisation proposée pour ces structures est basée sur une approche micro-macro où les briques et le mortier sont remplacés par un matériau homogène équivalent, et ce pour différents états d’ouverture de joints. La non-linéarité du comportement est reproduite grâce à un critère d’ouverture en contrainte, qui permet le passage d’un état à un autre. Les propriétés homogénéisées sont obtenues par homogénéisation périodique en s’appuyant sur une approche énergétique. La modélisation d’un essai de la littérature permet la validation du modèle. La modélisation finale du creuset est confrontée aux résultats de l’instrumentation d’un creuset. Une bonne concordance entre ces résultats est obtenue
The blast furnace hearth is mainly composed of refractory materials to support strong thermo-mechanical loads. Indeed, there is a direct contact between its internal walls and the molten pig iron at 1500°C. The objective of this thesis is to develop a thermo-mechanical model able to locate the sensitive areas and to estimate the stress fields. Carbon blocks, masonries (bricks and mortars) and a carbon ramming mix are the main constituents of the hearth. In order to identify their behaviours, characterization tests have been developed for temperatures up to 1500°C. A modified Cam-Clay model is proposed in order to reproduce the hardening behaviour of the ramming mix. The influences of temperature and pressure are taken into account. Experimental and numerical results are in good agreement. Masonries, submitted to high temperature gradients are highly stressed, which can lead to the opening of the mortar joints. The proposed masonry modelling is based on a micro-macro approach where bricks and mortars are replaced by an equivalent homogenous material for different joint states. The non-linearity of the behaviour is reproduced thanks to a stress criterion, allowing the transition from one state to another. Homogenized properties are obtained by periodic homogenization with an energetic approach. The modeling of a shear test available in the literature allows the validation of this model. The final modelling of a hearth is compared with in-situ instrumentation results. A good agreement is reached between these results
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Ghahremannejad, Behrooz. "Thermo-Mechanical Behaviour of Two Reconstituted Clays." University of Sydney. Civil Engineering, 2003. http://hdl.handle.net/2123/492.

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The effect of temperature on soil behaviour has been the subject of many studies in recent years due to an increasing number of projects related to the application of high temperature to soil. One example is the construction of facilities for the disposal of hot high level nuclear waste canisters (150-200C) several hundred meters underground in the clay formations. Despite this, the effects and mechanism by which temperature affects the soil properties and behaviour are not fully known. A limited amount of reliable experimental data, technological difficulties and experimental methods employed by different researchers could have contributed to the uncertainties surrounding the soil behaviour at elevated temperature. Also several thermo-mechanical models have been developed for soil behaviour, but their validity needs to be examined by reliable experimental data. In this research, efforts have been made to improve the experimental techniques. Direct displacement measuring devices have been successfully used for the first time to measure axial and lateral displacements of clay samples during tests at various temperatures. The thermo mechanical behaviour of two reconstituted clays has been investigated by performing triaxial and permeability tests at elevated temperature. Undrained and drained triaxial tests were carried out on normally consolidated and over consolidated samples of M44 clay and Kaolin C1C under different effective stresses, and at temperatures between 22C and 100C. Permeability tests were carried out on samples of M44 clay at temperatures between 22C and 50C. The effects of temperature on permeability, volume change, pore pressure development, shear strength and stiffness, stress strain response and critical state parameters for different consolidation histories have been investigated by comparing the results at various temperatures. The results are also compared with the predictions of two models. It has been found that at elevated temperature the shear strength, friction angle and initial small strain stiffness reduce whereas permeability increases. The slope of the swelling line in the v-p� plane has been found to reduce with temperature. The slope of the isotropic normal consolidation line (INCL) and critical state line (CSL) in the v-p� plane have been observed to be independent of temperature, but both the INCL and the CSL shift downwards to lower locations as temperature increases. The deformations during drained cooling and re heating cycles have been found to be elastic and to simply reflect the expansivity of the soils solid particles. The thermal volume changes during undrained heating have been observed to be direct results of the thermal expansion of water and clay particles. The internal displacement measuring devices have been found to produce reliable data for the variation of strains at elevated temperature.
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NAKANO, MASAKI, AKIRA ASAOKA, and TOSHIHIRO NODA. "SOIL-WATER COUPLED FINITE DEFORMATION ANALYSIS BASED ON A RATE-TYPE EQUATION OF MOTION INCORPORATING THE SYS CAM-CLAY MODEL." 地盤工学会, 2008. http://hdl.handle.net/2237/20062.

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TAKAINE, Toshihiro, 和憲 水野, Kazunori MIZUNO, 雅幸 大野, Masayuki OHNO, 利弘 野田, Toshihiro NODA, 英司 山田, Eiji YAMADA, and 敏浩 高稲. "パイルド・ラフト基礎が設置された地盤の水～土連成弾塑性変形解析." 土木学会, 2000. http://hdl.handle.net/2237/8655.

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Krishna, Y. S. R. "Numerical Analysis Of Large Size Horizontal Strip Anchors." Thesis, Indian Institute of Science, 2000. http://hdl.handle.net/2005/207.

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Structures like transmission towers, tele-communication masts, dry-docks, tall chimneys, tunnels and burried pipelines under water etc are subjected to considerable uplift forces. The net effect of external loading on the foundations of these structures results in forces that try to pull the foundations out of the ground. Anchors are usually provided to resist such uplift forces. Earlier theoretical research of anchor behavior has focused on elastic response and ultimate pullout capacity. Many investigators have proposed techniques for determining the collapse load of anchors. Essentially the approaches involve the use of limit equilibrium concepts, with some assumptions regarding the shape of the failure surface and/or the influence of the soil above the anchor. The possible effect of dilatency and initial stress state are not considered in these methods. A number of investigators have used the results of small size model anchors to understand the behavior and extrapolated the results for predicting the behavior of large sized anchors. This has lead to unsatisfactory results. It has been clearly shown by Dickin (1989) that the failure displacements and load displacement curve patterns are very different for small and large sized anchors, i.e. they are not just proportional to the size of the anchor. Critical pullout load and the load displacement behavior are required for the complete analysis of anchor foundations. Though, many theories have been proposed to predict the uplift capacity within the limits of accuracy required at engineering level, at present no simple rational method is available for computing deformations. In the present investigation attempts have been made to analyze the load deformation behavior of large size strip anchors in sands, clays and layered soils using two-dimensional explicit finite difference program FLAG (Fast Lagrangian Analysis of Continua), well suited for geomaterials, by assuming soil to be a Mohr-Coulomb material in the case of sands and modified Cam-clay material in the case of clays. It is now well understood that the shearing resistance of a granular soil mass is derived from two factors frictional resistance and the dilatency of the soil. So the peak friction angle can be divided in to two components critical friction angle Фcv and dilation angle Ψ. Critical friction angle is the true friction angle as a result of frictional resistance at interparticle level when the soil is shearing at constant volume. If Фcv for a given soil remains constant, the value of Ψ has to increase with the increase in initial density of soil packing. The dilatency of a soil mass gradually decreases with continued shearing from its initial high value to zero after very large shear strains, when the soil finally reaches a constant, steady volume at critical states. Correspondingly the observed friction angle Ф reduces from its peak value to Фcv at a very large strain. In earlier days, clays used to be characterized by the strength parameters c and Ф. often, under undrained conditions, Ф would be even considered zero. But in the recent developments, it is understood that all the strength of clays is frictional. There is nothing like cohesion. The part of shear strength, which appears to be independent of normal stress, is shown to be the effect of over-consolidation and the resulting dilation. Thus although Cam-clay model uses zero cohesion for all clays, it reflects this component of strength through over-consolidation and in a more realistic way. Hence, it is appropriate to consider the pre-consolidation pressure as parameter in the analysis. More specifically, the various aspects covered in this investigation are as follows. Chapter 1 provides the general introduction. In chapter 2, the existing literature for the analysis of anchors for both experimental and analytical investigations on the pullout capacity of anchors in homogeneous and layered soils and the load deformation behavior of anchors under pullout are briefly reviewed. Chapter 3 deals with the features and the implementation of the two-dimensional explicit finite difference program, Fast Lagrangian Analysis of Continua (FLAC) and the constitutive modeling of soils. It discusses the background and implementation of Strain softening / hardening model. This model is based on the Mohr- Coulomb model with non-associated shear and associated tension flow rules. In this model the cohesion, friction, dilation and tensile strength may harden or soften after the onset of the plastic yield. Further the critical state concepts and implementation of the modified Cam-clay model have been discussed. Cam-clay model originally developed for clays reflects the hydrostatic pressure or density dependent hardening material response. Chapter 4 focuses on the analysis of load deformation behavior of large size anchors in granular soils. Two-dimensional explicit finite difference program (FLAC) is used for the simulations and the soil is modeled as a Mohr-Coulomb strain softening/hardening material In this chapter a series of simulations have been carried out on large size anchor plates, with parametric variation. By analyzing these results, a generalized load deformation relationship for different sizes of anchors and different types of soil have been proposed. The results are presented in the form of influence/design charts which can be used in hand calculations to obtain an estimate of anchor capacity and deformation for a wide range of soil types and size of anchors. Chapter 5 deals with the analysis of the drained and undrained behavior of large size horizontal strip anchors in clays using modified Cam-clay model. Earlier investigators have studied the undrained behavior of anchor plates in clays, but no studies are reported in literature for the drained behavior of anchors in clays. Further it is not clear whether, drained or undrained condition will be critical for an anchor. In this chapter the drained and undrained behavior of large size anchor plates in both normally consolidated and over-consolidated states have been made. It has been found that the undrained pullout capacity of an anchor in a soil of normally consolidated state will always be more than the drained capacity. This is contrast to the usual understanding that undrained behavior is more critical than the drained behavior. In Chapter 6 an attempt has been made to analyze the behavior of large size anchors in two layered sands and in conditions where backfill material has a higher or lower strength than the native soil, for different shape of excavations. Soil is assumed to be a Mohr-coulomb strain softening/hardening material. In Chapter 7 the entire investigation covered in earlier chapters has been synthesized and some specific conclusions have been highlighted.
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野田, 利弘, Toshihiro NODA, むつみ 田代, Mutsumi TASHIRO, 敏浩 高稲, Toshihiro TAKAINE, 顕. 浅岡, and Akira ASAOKA. "沈下低減と荷重分担に着目したパイルドラフト敷設地盤の変形解析." 土木学会, 2005. http://hdl.handle.net/2237/8610.

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Book chapters on the topic "Modelo cam-clay"

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Hjiaj, Mohammed, and Géry de Saxcé. "Variational Formulation of the Cam-Clay Model." In IUTAM BookSeries, 165–74. Dordrecht: Springer Netherlands, 2008. http://dx.doi.org/10.1007/978-1-4020-9090-5_15.

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Anandarajah, A. "The Modified Cam-Clay Model and Its Integration." In Computational Methods in Elasticity and Plasticity, 423–512. New York, NY: Springer New York, 2010. http://dx.doi.org/10.1007/978-1-4419-6379-6_12.

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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." In Engineering Plasticity and Its Applications, 1267–72. Stafa: Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-433-2.1267.

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Hou, Wei, and Yangping Yao. "Comparison between Feature of Modified Cam-Clay Model and UH Model." In Springer Series in Geomechanics and Geoengineering, 559–65. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-32814-5_76.

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Sun, Yifei, and Yufeng Gao. "A Cam-Clay-Based Fractional Plasticity Model for Granular Soil." In Springer Series in Geomechanics and Geoengineering, 74–78. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97112-4_17.

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Schwager, M. V., A. D. Tzenkov, and G. M. A. Schreppers. "Analysis of Pre-failure and Failure of a Levee on Soft Soil with Modified Cam-Clay Model in DIANA." In Lecture Notes in Civil Engineering, 711–45. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-51085-5_40.

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Yang, Z. "Cam Clay Model." In Material Modeling in Finite Element Analysis, 109–18. CRC Press, 2019. http://dx.doi.org/10.1201/9780367353216-17.

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"A particular elastic—plastic model: Cam clay." In Soil Behaviour and Critical State Soil Mechanics, 112–38. Cambridge University Press, 1991. http://dx.doi.org/10.1017/cbo9781139878272.006.

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"Failure conditions and the Cam-clay model." In Computational Modeling of Multiphase Geomaterials, 91–114. CRC Press, 2012. http://dx.doi.org/10.1201/b12273-5.

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Miao, Q., Z. Chen, Q. Zhu, Z. Yao, and J. Zhang. "Cam-clay model applicable to unsaturated clayey sand." In Unsaturated Soil Mechanics - from Theory to Practice, 507–10. CRC Press, 2015. http://dx.doi.org/10.1201/b19248-84.

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Conference papers on the topic "Modelo cam-clay"

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Carter, John P., and Martin D. Liu. "Review of the Structured Cam Clay Model." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40771(169)5.

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Nepelski, Krzysztof, and Ewa Błazik-Borowa. "The methodology of choice Cam-Clay model parameters for loess subsoil." In COMPUTER METHODS IN MECHANICS (CMM2017): Proceedings of the 22nd International Conference on Computer Methods in Mechanics. Author(s), 2018. http://dx.doi.org/10.1063/1.5019035.

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Cui, Ying, and Miao Lin-chang. "Analysis of stability of unsaturated soil slope based on modified cam-clay model." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5774788.

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Wen, Yong, Guanghua Yang, Zhihui Zhong, Xudong Fu, and Yucheng Zhang. "A Similar Cam-clay Model for Sand Based on the Generalized Potential Theory." In Second International Conference on Geotechnical and Earthquake Engineering. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784413128.020.

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Aghazadeh, Zahra, M. S. Rahman, and M. A. Gabr. "Evaluation of Plate Anchors Capacity in Saturated Soils Using Different Constitutive Models." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24226.

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Evaluation of the uplift capacity of plate anchors in saturated clay is an important aspect in offshore anchoring of various structures. In most of the literature reviewed, a constitutive model such as Tresca or Mohr-Coulomb has been used in analyses. There exists a need to study the anchors’ pull out capacity using other advanced soil models and discern differences in results. This study presents the results of finite element simulation of a rectangular or circular plate anchor in saturated clay. The capacity factors (Nc) of the plate are assessed through the application of displacement control approach and the results are compared to the lower bound solution as well as to data obtained from similar studies available in the literature. In addition to Mohr-Coulomb model, two other constitutive models are used to represent the soil deformation. These are Modified Cam-Clay, and Soft Soil models. Undrained effective stress analyses are conducted using the computer program PLAXIS. A series of analyses using different embedment depths are performed for all three constitutive models. Results as Nq value from the three constitutive models are presented and discussed.
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An, Deng, and Xiao Yang. "Modeling Stress-Strain Behavior of Sand-EPS Beads Lightweight Fills Based on Cam-Clay Models." In GeoHunan International Conference 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41044(351)9.

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Vasse, Christophe. "Developing a Numerical Model to Describe the Mechanical Behavior of Compressed Expanded Graphite for Valve Stem Sealing." In ASME 2009 Pressure Vessels and Piping Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/pvp2009-77395.

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The work presented in this paper is part of a project that aims at simulating the operation of nuclear power plants valves in nominal conditions. The purpose of this work is to model the behavior of compressed expanded graphite (CEG) packings in service. To achieve this goal, a double approach coupling experimentation and simulation is followed. Compressions and discharges tests of CEG samples are first carried out on an hydraulic press, then simulated with a finite element model that investigates the use of the Cam Clay model. A more complete representation of a packing in service is then modeled to compute the friction forces between the packing and the stem of a valve during the opening and closing phases. The results of these simulations are compared to previous experimental observations.
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Kanai, Satoshi, and Hidetomo Takahashi. "Modeling and NC Programming for Free-Form Surfaces by Haptic Interfaces." In ASME 1996 Design Engineering Technical Conferences and Computers in Engineering Conference. American Society of Mechanical Engineers, 1996. http://dx.doi.org/10.1115/96-detc/dfm-1410.

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Abstract The haptic interfaces were developed and applied to free-form surface CAD/CAM systems to improve the user interaction with geometric models. Two types of haptic interfaces were designed; a passive force feedback device and an active force feedback device. Two application systems were developed with these devices; the surface modeling system by the passive force feedback device, and the NC programming system by the active force feedback device. In the surface modeling system, the operator can generate the surface geometry by cutting the virtual clay model. In the NC programming system, the operator can directly teach the NC program by tracing the model with active force feedback device. The structure, control method, simulation software and representation of the geometric model in these systems are discussed. The performance and operating efficiency and accuracy of the systems are experimentally examined.
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Sivasithamparam, Nallathamby, and Jorge Castro. "A Framework for Versatile Shape of Yield Surfaces for Structured Aniso-tropic Soft Soils." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.022.

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A framework based on logarithmic contractancy is proposed to produce versatile shapes of yield surfaces for structured anisotropic clays. The recently proposed constitutive model (E-SCLAY1S) is an extension of existing model called S-CLAY1S, which is a Cam Clay type model that accounts for anisotropy and structure. A new parameter called contractancy parameter is introduced to control the shape of the yield surface as well as the plastic potential (as an associated flow rule is applied). This new parameter can be used to fit the coefficient of earth pressure at rest, the undrained shear strength or the stiffness under shearing stress paths predicted by the model. The model predicts the uniqueness of the critical state line and its slope is independent of the contractancy parameter. The effect of the shape of the yield surface was investigated on computed results of a benchmark embankment constructed on Bothkennar (Scotland) clay by employing the E-SCLAY1S model as a user-defined soil model into the PLAXIS finite element code. The results demonstrate that the contribution of the shape of yield surface (logarithmic contractancy parameter) have a relatively large effect on lateral movement of subsoil beneath the toe of the embankment compared to the settlement of subsoil at the centre of the embankment.
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Saito, Yuya, Mayuka Nishimura, Takashi Hirai, Kenji Tanai, and Morimasa Naito. "Evaluation of Mechanical Effects of the Fault Movement on the Engineered Barrier System." In ASME 2009 12th International Conference on Environmental Remediation and Radioactive Waste Management. ASMEDC, 2009. http://dx.doi.org/10.1115/icem2009-16269.

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Experiments and numerical analyses have been conducted to investigate the consequences of an active fault crosscutting the engineered barrier system (EBS) of a high-level radioactive waste (HLW) repository. Experiments were performed using laboratory simulation test equipment at a scale of 1:20, which can simulate the chosen shear displacements of 80% and 140% of the buffer thickness, and the chosen shear rates of 0.1 m/s, 0.05 m/s and 0.01 m/s. The experiments have so far demonstrated that the metal overpack will be rotated, but not breached, due to the plasticity of the surrounding bentonite buffer. The total pressure on the bentonite buffer increases with an increase in the shear rate. Numerical analyses were carried out using a finite element method assuming the constitutive model of modified Cam-clay, which was used to assess elasto-plastic behavior of the bentonite buffer.
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