Dissertations / Theses on the topic 'Constitution de sole'

PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
O objetivo da presente dissertação é contribuir para o aprimoramento do debate que se trava, desde a promulgação da Constituição de 1988, sobre a cooperação preconizada pelo parágrafo único do artigo 23, como forma de se realizar as tarefas administrativas comuns a todos os quatro entes federados. Com efeito, avaliamos não só as competências contidas na atual Constituição - demonstrando que a competência comum é autônoma e, portanto, ao lado das demais, estabelece o regime atual de repartição constitucional de competências - como, também, as principais normas constitucionais relacionadas com as Cartas Políticas anteriores, com o intuito de construir um raciocínio que nos conduza ao modelo atual de cooperação advindo do acima mencionado parágrafo único do artigo 23. A partir daquela metodologia, constatamos que esse agir estatal cooperado estabelecido pela Constituição de 1988, não obstante possuir raízes nas Constituições anteriores, é inovador e contemporâneo, refletindo o regime cooperativo estatal de agir previsto nos artigos 91a e 91b da Lei Fundamental de Bonn, com a redação que lhes conferiu a reforma de 1969. A cooperação será voluntária até a edição da lei complementar anunciada pelo parágrafo único do artigo 23 da Carta de 1988. Após, será ela obrigatória, mas esta obrigatoriedade somente surtirá efeitos a partir do momento em que os entes federados façam a opção pelo agir integrado, ou seja, desde que optem por realizar as tarefas administrativas comuns de forma cooperada, pois aquela lei complementar não tem autorização constitucional para estabelecer normas que reflitam qualquer tipo de subordinação, já que isso violaria a autonomia política a eles constitucionalmente assegurada.
The objective of this study is to present a contribution to the juridical debate over the issue of cooperation, between the Union, the states, the Federal District and the municipalities, to carry out common administrative functions assigned to federal, state and local governments. This legal discussion has been troublesome since the promulgation of the Federal Constitution of 1988, which introduced a provision, in the sole paragraph of article 23, to regulate the matter of cooperation between the four public entities comprised in the Federative Republic of Brazil. As a matter of fact, this study not only analyzes the power (or authority) granted by the Constitution of 1988, in common, to the four above mentioned public entities, but also evaluates provisions of former Brazilian Constitutions dealing with that subject to devise a legal perspective on the cooperative model introduced under the rule of the sole paragraph of article 23. Hence, it demonstrates that common power (or authority) is autonomous and constitutes, with other forms of governmental authority, part of the constitutional framework of separation of powers. Based on such premises the conclusion of this essay purports that, notwithstanding the fact that cooperation between public entities has its roots in past Brazilian constitutional regulations, the form of cooperative action designed by the Constitution of 1988 is innovative and up- to-date, reflecting the model of state cooperative form of action introduced in Germany, during the constitutional reform of 1969, through the discipline of articles 91a and 91b of the German Constitution. Cooperation between the Union, the states, the Federal District and the municipalities shall be voluntary until the enactment of a Supplementary Law prescribed in the rule of the sole paragraph of article 23 of the Brazilian Constitution. After the passing of such legislation cooperation shall became mandatory, if the public entities involved decide to carry out common administrative tasks in a combined fashion. It is to be noticed, however, that the Supplementary Law referred in the sole paragraph of article 23 shall not establish any kind of subordination or hierarchy between the Union, the states, the Federal District and the municipalities due to constitutional provisions granting political autonomy to each of those entities.

Dans le sud du Cameroun, les palmeraies « villageoises » contribuent au développement rural et à la satisfaction des besoins nationaux en corps gras pour l'alimentation humaine et la savonnerie. Entre 1978 à 1991, 13 000 ha de palmeraies villageoises sélectionnées sont implantés avec l'appui technique et financier d'un projet. Puis le verger villageois sélectionné a triplé pour couvrir actuellement environ 40 000 ha. Ces plantations villageoises réalisées sans encadrement ni soutien financier présentent une grande variabilité de pratiques. Ceci soulève deux questions : celle de la valeur agronomique du verger villageois et celle de l'adaptation du conseil technique normatif. Ce travail repose sur une double approche agronomique. La première se fonde sur un diagnostic agronomique régional qui identifie les facteurs limitant les rendements et les pratiques dont ils découlent, afin de retracer des trajectoires de parcelles. La seconde approche est fondée sur une analyse compréhensive de la constitution de la sole, en retraçant l'historique des conditions d'installation de chacune des parcelles et en resituant les exploitations dans leur bassin d'approvisionnement. Un nouveau facteur limitant spécifique des palmeraies villageoises est révélé : la nutrition azotée en phase adulte. L'analyse spatiale et temporelle de la constitution des soles permet d'expliquer la variabilité des pratiques et d'établir des liens entre les conditions d'implantation, de conduite juvénile et des caractéristiques de parcelles adultes. Le contenu du conseil technique est revisité pour l'adapter aux nouvelles situations de parcelles, d'exploitation et d'environnement filière.

Lorsque l'anstabilité des cavités souterraines peut menacer des biens ou des personnes, il est nécessaire de réaliser de façon préventive une évaluation des dommages potentiels ainsi qu'une estimation rapide de ces mêmes dommages quand l'effondrement de ces cavités survient. La majorité des échelles de dommages existantes et utilisées ne prennent en compte que des dommages matériels, aux biens et aux personnes, aisément et rapidement accessibles. Néanmoins les dommages matériels reflètent insuffisamment l'importance d'un effondrement car les dommages induits peuvent être très importants. Pour rendre compte de ces dommages induits, nous proposons une approche dans laquelle les enjeux exposés sont non seulement des biens et des personnes mais aussi les fonctions que ces derniers assurent au sein d'une collectivité. Nous suggérons ainsi une grille de lecture matricielle où figurent en lignes, les biens, les personnes, ainsi que les fonctions et en colonnes, les différents champs possibles d'évaluation des conséquences de ces dommages (conséquences économiques, politiques, sociales, médiatiques. . . ). Se dessine alors un outil pour la prévention et pour la gestion de crise permettant aux décideurs d'évaluer les dommages engendrés par l'effondrement de cavités souterraines
Soil subsidence following underground cavities collapse can cause severe losses. These losses must be evaluated as soon as the subsidence occurs or can be estimated before. Induced damage may outweigh direct losses at long term. Most of existent damage scales do not take in consideration these induced and indirect consequences that may occur. We suggest a new approach that analyses direct and induced effects of underground cavities collapses through a functional description of concerned area. We show how we can estimate direct damages to functions as well as their economical, social, political or mediatical impacts by means of a tool which can be used for decision-aid

Les grands réaménagements urbains génèrent d’importants volumes de terres excavées, dont la valorisation est désormais possible si elles sont compatibles avec le fond pédo-géochimique du site receveur. Afin de faciliter cette valorisation, cette thèse s’intéresse à des méthodologies de traitement de données acquises à d'autres fins que la détermination du fond pédo-géochimique, afin de fournir un référentiel de qualité géochimique des sols urbains à l'échelle d'un quartier ou d'une ville. Les premiers tests montrent les limites des calculs statistiques, usuellement utilisés avec des données dédiées au fond pédo-géochimique du fait de leur sensibilité à la limite de quantification, à la loi de distribution ou encore au pourcentage d'anomalie. Le découpage du territoire en entités géographiques cohérentes à partir de la nature des sols et sous-sols et des pressions anthropiques (actuelles ou passées) permet la constitution de différents niveaux de fond suivant la qualité géochimique des sols, mais une des difficultés concerne le renseignement de l'ensemble des entités. La classification statistique des échantillons, même spatialisée, n'apporte, actuellement pas de résultats exploitables pour la gestion des terres excavées. Enfin, le filtrage géostatistique via un modèle linéaire de corégionalisation présente une alternative solide pour le filtrage des anomalies et l'estimation du fond à l'échelle d'un quartier
Large urban redevelopments generate large volumes of excavated soils whose reusability is now possible if they are compatible with the pedo-geochemical background of the receiving site. In order to facilitate this valorization, this thesis focuses on processing methodologies on data acquired for other purposes than the determination of the pedo-geochemical background, in order to provide a geochemical quality reference system for urban soils at the scale of one neighborhood or city. The first tests show the limits of the statistical stresholds, usually used with data dedicated to the pedo-geochemical background because of their sensitivity to the limit of quantification, to the distribution law or to the percentage of anomaly. The segmentation of the territory into coherent geographical entities based on the nature of the soil and subsoil and the anthropogenic pressures (current or past) allows the constitution of different geochemical background levels according to the geochemical quality of the soils, but one of the difficulties concerns the information of all entities. The statistical classification of the samples, even if spatialized, does not currently provide usable results for the management of the excavated earth. Lastly, geostatistical filtering via a linear model of coregionalisation provides a solid alternative for anomaly filtering and background estimation at a neighborhood scale

Fundação Carlos Chagas Filho de Amparo a Pesquisa do Estado do Rio de Janeiro
Estudos de fundações de obras de arte, como barragens de concreto-gravidade e barragens de terra, devem contemplar todos os esforços atuantes no maciço de fundação, principalmente as tensões e as deformações esperadas durante todo o processo construtivo e no período pós-construtivo. Quando essas estruturas são apoiadas sobre rochas de boa sanidade, a escolha do barramento geralmente favorece a implantação de barragens de concreto. Entretanto, quando os maciços de fundação são formados por solos, a opção técnica geralmente mais bem aceita é quanto à utilização de barragens de terra. Em ambos os casos, as análises de estabilidade e de deformação são desenvolvidas por métodos analíticos bem consolidados na prática. Nas condições mais adversas de fundação, seja em rochas ou em solos com marcante anisotropia e estruturas reliquiares herdadas da rocha-mãe, a utilização de modelos constitutivos anisotrópicos em análises por elementos finitos propicia simulações mais realistas dessas feições estruturais, contribuindo para o seu melhor conhecimento. O presente trabalho teve por objetivo demonstrar a utilização de um modelo constitutivo anisotrópico no estudo da fundação da Barragem San Juan, localizada na República Dominicana, que foi concebida como uma estrutura tipo concreto-gravidade apoiada sobre solos residuais jovens altamente anisotrópicos. Nessa obra, apesar de sua pequena altura, a presença marcante de descontinuidades ensejou um estudo mais detalhado do comportamento tensão-deformação da fundação, levando em conta o levantamento detalhado da atitude das descontinuidades presentes no maciço e os resultados de ensaios de resistência em planos paralelos e normais às descontinuidades. Para a estimativa de deformações, os respectivos módulos de Young (Es) foram estimados com base em correlações com a resistência à penetração SPT desenvolvidas nesta dissertação, a partir de um estudo estatístico baseado em várias publicações disponíveis na literatura. As análises numéricas por elementos finitos foram desenvolvidas através do programa Plaxis 2D, utilizando-se como modelo constitutivo aquele denominado The Jointed Rock Model, que é particularmente recomendado para análises de estabilidade e deformação de materiais anisotrópicos. Os resultados das análises numéricas foram comparados com as análises de equilíbrio limite elaboradas para o projeto executivo da referida barragem, pelo programa Slope, utilizando o método rigoroso de Morgenstern e Price, que se mostrou conservador. Os resultados das análises numéricas mostraram sua inequívoca versatilidade para a escolha de opções de reforço da fundação, através de dentes que objetivavam o aumento das condições de estabilidade da barragem.

Le régime juridique de la société anonyme unipersonnelle (SAU) de droitOHADA est défini par renvoi au régime prévu pour la SA pluripersonnelle, avec desadaptations minimales. En réalité, le caractère unipersonnel de la SA lui confère une certaineparticularité qui rend inappropriée la transposition pure et simple des règles du modèlepluripersonnel. Outre les difficultés d’application qu’elle entraîne souvent, la technique durenvoi laisse irrésolues de nombreuses questions suscitées par l’unipersonnalité. Le régimejuridique de la SAU dans son ensemble en ressort insuffisamment adapté à l’unicitéd’actionnaire.Une adaptation du régime juridique de la SAU de droit OHADA au particularisme del’unipersonnalité devient alors nécessaire. Elle doit être entreprise sous fond de simplificationdes règles, d’une part à l’égard de la société, à travers les règles relatives à sa constitution et àson évolution, d’autre part, à l’égard des acteurs que sont l’actionnaire unique, les organesd’administration et de contrôle.Au-delà de son approche critique, l’étude a surtout pour ambition de proposer unmodèle de société anonyme unipersonnelle au régime juridique plus lisible, simple et attractif
The one-person limited company under the OHADA LAW has seen itslegal regime being defined with reference to the regime of the multi-persons limited company,with minimum adaptations. In fact the one-person character of the Limited company gives it a certain peculiarity that renders inappropriate the pure and simple transportation of rules of the multi-person limited company model. Besides the difficulty of implementation that it oftenentails, the technique of referring leaves unresolved many questions raised by the one-personlimited company model. The legal regime of the one-person limited company as a whole thatarises is insufficiently adapted to the unique shareholder.An adaptation of the one-person limited company legal regime of the OHADA LAWto the particularity of the one-person thus becomes necessary. It has to be undertaken underthe simplification of rules, on the one hand with regards to the company, through rules relatedto its constitution and its evolution, on the other hand, with respect to the actors that are thesole shareholders, administrative and control bodies

Les matériaux granulaires exhibe un spectre très large de propriétés constitutives, le long de chemins de chargement très divers. Développer des modèles constitutifs permettant de reproduire ces caractéristiques a demeuré un réel challenge scientifique au cours des dernières décennies. A cet égard, les approches multi-échelles constituent aujourd’hui une voie très prometteuse. Elles permettent de relier les propriétés macroscopiques à celles observées à l’échelle microscopique.Une investigation a été menée sur la base de simulations numériques discrètes (DEM)d’essais biaxiaux, afin d’identifier les caractéristiques micro-structurelles du matériau granulaire, la manière dont elles évoluent au cours d’un chemin de chargement, et le rôle qu’elles jouent dans l’émergence du comportement macroscopique. A l’échelle mésoscopique,le réseau de transmission de force (chaines de force) et les cellules définies parles vecteurs branches (meso-cycles) apparaissent jouer un rôle de première importance.Les meso-cycles, construits à partir du réseau de contact de l’assemblage, peuvent être caractérisés en fonction du nombre de cotés qu’ils contiennent (topologie). Leur influence sur le comportement volumique de l’échantillon est en effet étroitement liée à ce nombre de contact. En outre, leur interaction avec les chaines de force est également fortement dépendante de leur topologie. Ainsi, les cycles contenant 3 cotés (L3) participent activement à la stabilisation des chaines de force, alors que les cycles contenants au moins6 cotés (L6+) contribuent essentiellement au comportement dilatant de l’échantillon et à l’effondrement des chaines de force. Enfin, l’existence d’une méso-structure unique à l’état critique, au sein de la bande de cisaillement (rupture localisée) ou au sein de l’échantillon (rupture diffuse), est clairement démontrée.viii Sur la base de ces résultats, un modèle constitutif a été développé à partir du modèle H-directionnel (Nicot and Darve, 2011b). La structure du matériau granulaire est décrite par un assemblage d’hexagones (modélisant les cycles L6), orientés dans toutes les directions de l’espace. A partir d’opérations d’homogénéisation, les contraintes et les déformations incrémentales peuvent être reliées à l’échelle de l’assemblage, donnant lieu à un modèle de comportement dont la performance a pu être testée le long de chemins de chargements variés
Granular materials exhibit a wide spectrum of constitutive features under various loading paths. Developing constitutive models which succeed to characterize these features has been challenging scientists for decades. A promising direction of achieving this can be the multi-scale approach. Through which the constitutive model is formulated in the way that relating material's macroscopic properties to their micro-scale essences, namely, corresponding micro-structure properties.To better characterize the micro-structure and formulate the relation between different scales, a comprehensive investigation have been carried out on the basis of numerical biaxial tests using 2D discrete element method (DEM), in order to ascertain the micro-structure characteristics of the granular material, the way they evolve versus loading and their corresponding rules in the macroscopic behaviors. In a meso-scale, intermediate between the single contact scale and the macro-scale, the force transmission network (force-chains) and area element enclosed by contacts branches (meso-loops) are highlighted in terms of their significant influences on material's macro-scale behavior. Meso-loops herein are tessellated from the whole area of the granular assembly by the contact branch network, and are subsequently categorized according to their side number.The development of meso-loops is observed to be intimately related to material's volumetric evolution, especially the plastic part. Then, the interaction between force-chains and meso-loops and its significance to the global volumetric behavior are revealed. Otherwise, in critical state, an identical meso-structure is found in the failure area of both localized and diffuse failure mode. Meso-loops with 3 sides (L3) appear to be indispensable for the force-chain stability, meanwhile, meso-loops with more than or equal to 6 sides (L6+) contribute much to the volume expansion and accelerate the force-chain buckling. The interplay between L3 and L6+ largely embody, or are representative of, the various mechanical performance of the granular material.A constitutive model has been developed by modifying the H-directional model. In this model, individual hexagons, representatives of L6+, construct the fabric as distributing along different directions in the space. Then multi-scale approach is then used to relate macroscopic properties from local ones, and eventually, to give the constitutive relation. This model is then validated in different loading paths, and eventually proved satisfying

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O presente trabalho tem por objetivo analisar a aplicabilidade do modelo elastoplástico desenvolvido por ALONSO, GENS e JOSA (1990) na análise do comportamento tensão-deformação de um solo compactado não saturado. O modelo foi utilizado na previsão do comportamento de amostras compactadas estaticamente, em diferentes condições de umidade e densidade, e ensaiadas numa célula edométrica com controle de sucção, aplicando-se carregamentos verticais e mantendo-se uma sucção constante, igual a 150kPa, até atingir-se um valor pré-definido de tensão vertical (50kPa, 100kPa, 400kPa), quando procedia-se a inundação da amostra. Na definição das equações do modelo foram utilizados dois conjuntos de parâmetros, sendo o primeiro obtido por PERAZZO (1996) através de ensaios com tensão vertical de consolidação constante, variando a sucção e ensaios com sucção constante variando a tensão vertical de consolidação; e o segundo foi obtido a partir de ensaios edométricos com sucção constante e tensão vertical variável seguido de inundação sob tensão vertical constante. Com base nas comparações das curvas tensão-deformação obtidas nos ensaios com as obtidas pelo modelo, são feitas considerações sobre a capacidade do modelo em prever o comportamento das amostras compactadas sob diferentes condições de compactação

Le comportement des interfaces entre les sols granulaires et les matériaux de construction structuraux a un impact important sur la réponse monotonique et cyclique de nombreux systèmes d'interaction sol-structure (SSI) tels que les structures de soutènement, les canalisations enterrées, les fondations superficielles et certains barrages en remblai. L'interface, en tant que milieu de transition, peut présenter différents comportements complexes sous des conditions de chargements variées, y compris la localisation des contraintes et des déformations, le glissement et la séparation, l’écrouissage / écrouissage négatif, la dilatance, la contraction accumulative, la dégradation des contraintes et la rupture des particules. Comprendre la mécanique et la modélisation de ces zones d'interface est une étape importante pour une conception et une analyse sûres et efficaces des problèmes d’interaction sol-structure. Cette thèse de doctorat comporte trois phases majeures: le développement de nouveaux modèles de comportement d'interface avancés ; l’implémentation du modèle de comportement d'interface développé dans un code d'éléments finis d’usage général; et, par conséquent, l'application du modèle de comportement d'interface implémenté à l'analyse numérique de la réponse d’un barrage en enrochement avec masque en béton soumis à des mouvements sismiques du sol. Phase de développement du modèle : Des modèles de comportement d'interface avancés pratiques et efficaces ont été développés dans le cadre de la plasticité à deux surfaces et de la mécanique des sols à l'état critique (CSSM) et ils sont compatibles avec le concept de paramètres d'état. Le développement du modèle utilise une formulation unifiée pour simuler le comportement monotonique et cyclique des interfaces sol granulaire (sableux et graveleux)-structure pour une large gamme de masses volumiques de sol et sous différentes contraintes normales et cheminements de contraintes, en utilisant un seul ensemble de paramètres d'étalonnage. Le modèle considère la rupture des particules sous cisaillement et est capable de simuler le comportement d'interface complexe comme la transformation de phase, l’écrouissage et l’écrouissage négatif, la dégradation des contraintes, la contraction accumulative cyclique, la stabilisation de la contraction cyclique et la dépendance aux cheminements de contraintes. Le modèle d'interface nécessite huit paramètres d'étalonnage pour simuler le comportement de l'interface sol graveleux- structure, neuf paramètres pour simuler le comportement pratique des interfaces sol granulaire (sableux et graveleux)-structure et onze paramètres d'étalonnage pour les interfaces sol granulaire-structure en tenant compte de la rupture des particules. Tous les paramètres du modèle ont une signification physique et peuvent être facilement déterminés en utilisant des essais de cisaillement d'interface standard. Les capacités du modèle ont été validées à l'aide de données expérimentales extraites de la littérature. Phase d’implémentation du modèle : Le modèle de comportement d'interface développé a été implémenté dans un code d'éléments finis (FE) d’usage général (ABAQUS) sous forme d'un élément d'interface solide à couche mince. Le schéma d'intégration numérique utilisé dans la phase d’implémentation a été examiné par la simulation de différents problèmes de valeurs limites, y compris l’essai de cisaillement à un seul élément, l’essai de cisaillement par blocs coulissants et l'essai d'arrachement pour différentes valeurs de pas de temps. Phase d'application du modèle : Dans cette phase, les réponses statiques et sismiques des barrages en enrochement avec masque en béton (CFRD) ont été examinées en considérant l'effet de l'interaction dalle du masque - couche d’amortissement à l'interface. Les effets des différents éléments, tels que l'approche de la modélisation de l'interface, le niveau d'eau dans réservoir et la rugosité de l'interface sur la réponse de la dalle en béton dans les CFRDs ont été évalués sous des conditions statiques et dynamiques. Mots-clés: Interface sol granulaire-structure, géo-structures, modèle de comportement, développement de modèles, implémentation de modèles, simulation numérique, chargement monotonique et cyclique, barrages en enrochement avec masque en béton.
The behavior of interfaces between granular soils and structural construction materials has an important impact on the monotonic and cyclic response of many soil-structure interaction (SSI) systems such as retaining structures, buried pipelines, shallow and deep foundations, and some embankment dams. The interface as a transition medium may experience different complex behavior under different loading conditions, including stress and strain localization, sliding and separation, stress hardening/softening, stress dilatancy, accumulative contraction, stress degradation and particle breakage. Understanding the mechanics and modeling of these interface zones is an important step towards a safe and effective design and analysis of SSI problems. This doctoral thesis has three major phases: the development of new and efficient advanced interface constitutive models; the implementation of the developed interface constitutive model in a general-purpose finite element code; and consequently the application of the implemented interface constitutive model in the numerical response analysis of concrete-faced rockfill dam under earthquake ground motion. Model Development Phase: Practical and efficient advanced interface constitutive models were developed in the framework of two-surface plasticity and critical state soil mechanics (CSSM) and compatible with the concept of state parameters. The model development uses a unified formulation to simulate both monotonic and cyclic behavior of granular (sandy and gravelly) soil-structure interfaces over a wide range of soil densities and under different normal stresses and stress paths, using a single set of calibration parameters. The model considers particle breakage under shear cycles and is capable of simulating the complex interface behavior such as phase transformation, stress hardening and softening, stress degradation, cyclic accumulative contraction, cyclic contraction stabilization and stress path dependency under different loading conditions. The interface model requires eight calibration parameters to simulate gravelly soil-structure interface behavior, nine parameters to simulate the practical behavior of granular (sandy and gravel) soil-structure interfaces, and eleven calibration parameters for granular soil-structure interfaces considering particle breakage. All model parameters have physical meaning and can be readily determined using standard interface shear tests. The model capabilities were validated using experimental data collected from the literature. Model Implementation Phase: The developed interface constitutive model was implemented into a general-purpose finite element (FE) code (ABAQUS) in the form of a solid thin-layer interface element. The numerical integration scheme employed in the implementation phase was examined through simulation of different boundary value problems, including single element shear test, slide block shear test and shaft pullout test under different time step sizes. Model Application Phase: In this phase, the static and seismic responses of concrete-faced rockfill dams (CFRD) were examined considering the effect of the concrete face slab-cushion layer interaction at the interface. The effects of different elements, such as interface modeling approach, reservoir water level and interface roughness, on the response of the concrete face slab in CFRDs were evaluated under both static and dynamic conditions due to earthquake ground motion. Keywords: granular soil-structure interface, geo-structures, constitutive modeling, model development, model implementation, numerical simulation, monotonic and cyclic loading, concrete-faced rockfill dams

Carregamentos cíclicos são causados de diversas maneiras, como tráfego de veículos, ondas, vento e terremotos. Nos últimos anos, particularmente, tem-se aumentado o número de estudos para este tipo de carregamento devido ao desenvolvimento da engenharia offshore. Além disso, técnicas de melhoramento de solos granulares têm sido empregadas para alterar as características dos solos naturais, com o objetivo de aumentar sua resistência e retardar - ou evitar - a ocorrência de liquefação. Alguns estudos anteriores desenvolveram leis constitutivas completas para areias reforçadas com fibras sob carregamento monotônico, mas não são encontrados na literatura trabalhos sobre a modelagem deste tipo de solos sob carregamentos cíclicos. Sendo assim, essa dissertação desenvolve e valida um novo modelo constitutivo capaz de avaliar o comportamento de solos granulares reforçados com fibras sob carregamento cíclico sob condições não-drenadas. Este modelo é baseado em dois modelos previamente desenvolvidos por Diambra et al. (2013) e Diambra e Ibraim (2014), que utilizam uma técnica de homogeneização para considerar a contribuição da areia e das fibras. O comportamento da areia segue o Modelo Severn-Trent Sand, proposto por Gajo e Muir Wood (1999). Uma vez estruturado o modelo e definido seu procedimento de cálculo, realiza-se uma análise paramétrica, a fim de demonstrar a influência de cada parâmetro das fibras e da areia no comportamento do compósito. Um fator de ajuste para levar em consideração a mudança nas forças interparticulares causada pelas fibras é proposto neste trabalho. Ao final, o modelo é calibrado com resultados experimentais e faz-se uma análise de suas competências e limitações. O processo de calibração mostrou que o modelo é capaz de capturar importantes tendências causadas pela inserção de fibras, como a redução nas deformações axiais e na geração de poropressões, retardando a ocorrência de liquefação. O modelo proposto mostrou-se mais efetivo em reproduzir o comportamento de areias fofas, ou seja, aquelas cujo estado de tensões se encontra acima da linha do estado crítico.
Cyclic loads are induced by several sources, such as traffic, waves, wind and earthquakes. Particularly in the last years, more attention has been given to such loading conditions due to the development of the offshore engineering. Additionally, ground improving techniques have been employed to alter the characteristics of natural soils in order to increase its strength and delay – or avoid – liquefaction. Previous studies have developed complete constitutive laws for fibre-reinforced sands under monotonic loading conditions, but no previous work on modelling granular soils under cyclic loading has been reported. Hence, this research develops and validates a new constitutive modelling which is capable to fully assess the behaviour of fibre-reinforced soils under cyclic loads for undrained conditions. This model is based on two previous models developed by Diambra et al. (2013) and Diambra and Ibraim (2014), which employed a homogenisation technique to scale sand and fibre contribution. The behaviour of the sand follows the Severn-Trent Sand Model proposed by Gajo and Muir Wood (1999). Once the model is structured and its calculation procedure is defined, a parametric analysis is carried out in order to show the influence of each fibre and sand parameter in the composite response. An adjustment factor to account for the change in the interparticle forces caused by the fibres is proposed. Finally, the model is calibrated with experimental results and an analysis of its competences and limitations is performed. The calibration process showed that the model is able to capture important trends caused by the fibre reinforcement, such as a reduction in axial strain and in pore pressure generation, delaying the occurrence of liquefaction. The proposed model was shown to be more effective in reproducing the response of loose sands, i.e. those whose stress states are above the critical state line.

Natural and other aggregated or structured soils present peculiar mechanical behaviour which differs, in some parts, from the behaviour of soils reconstituted in laboratory. This difference can be explained by a specific structure which gathers the particles arrangement and bonding. However, numerous constitutive models were originally based on the behaviour of reconstituted soils. Therefore, classical models should be extended in order to reproduce more complex features of behaviour linked to the soil structure. This work provides a general framework to describe and predict the behaviour of aggregated and reconstituted soils. A multi-scale study was performed to understand the effect of the structure and its evolution upon loading. From an experimental point of view, a preliminary review of literature has been completed by an experimental program carried out on a silty soil in which different structures have been generated by various compaction conditions. At the macro-scale, conventional mechanical tests evidence the overconsolidation effect induced by structure and the important compressibility during its degradation. At the micro-scale, the fabric evolution during the destructuration process (induced by saturation and loading) has been mainly quantified by the evolution of the pore size distribution. This characterisation has been done by Mercury Intrusion Porosimetry. The samples compacted on the dry side of optimum exhibit a double porosity characterized by a bimodal pore size distribution, by opposition to the samples compacted on wet side of optimum that show a single class of pores. The deformation induced by mechanical loading is related to the closure of the biggest pores and the pore size distribution of aggregated soils tends towards unimodal shape upon the destructuration process. A constitutive critical state model (ACMEG) has been extended, based on experimental observations, in order to reproduce the behaviours of aggregated and reconstituted soils. In this purpose, a structure variable has been introduced in the yield function and its evolution has been integrated in the hardening law. Explicit and implicit methods of integration have been discussed and implemented to reproduce stress-strain responses on geomechanical tests (oedometric, isotropic and triaxial compression tests). Finally, the model has been validated by comparison of model predictions with the experimental results.
Doctorat en Sciences de l'ingénieur et technologie
info:eu-repo/semantics/nonPublished

Dans le cadre d'un essai terroir, mis en place sur le vignoble rouge de la moyenne vallée de la Loire, sept parcelles représentant différentes séquences écogéopédologiques, sont suivies pendant trois millésimes (1984-1985-1986). Dans un premier temps, une caractérisation du milieu (sol, mésoclimat, alimentation hydrique) a été effectuée aboutissant à une hypothèse de classement des terroirs selon leurs potentialités viticoles. Dans un deuxième temps, le développement de la vigne, la maturation du raisin et la qualité des vins ont été étudiés et ont permis d'établir un classement des terroirs en fonction de la qualité des vins qui y sont produits. Cette étude met en évidence l'existence de trois types de séquences écogéopédologiques et confirme l'effet séquence de référence développée dans les sols sur craie sablo-glauconieuse. Par ailleurs, elle montre la relation étroite entre la constitution du raisin et la qualité des vins. Enfin, ces travaux soulignent l'importance de l'alimentation hydrique de la vigne en relation avec la répartition racinaire, et de la précocité de la vigne, en relation avec le pédoclimat

Ce travail de recherche vise à améliorer les connaissances et à mieux cerner le comportement thermo-hydro-mécanique des sols fins. Un volet théorique présente un modèle simple de loi de comportement thermohydromécanique (THM). Le concept de contraintes effectives est élargi aux sols non saturés, avec l’introduction d’une contrainte capillaire. Cette contrainte capillaire est basée sur un modèle micro-structural et calculée à partir de forces d’attraction dues aux ménisques d’eau. Le phénomène d’écrouissage dû à la désaturation du matériau et à l’effet thermique sont modélisés avec un nombre réduit de paramètres des matériaux et basé sur des modèles existants. Le comportement THM est qualitativement et quantitativement modélisé en utilisant les données expérimentales, incluant les chemins de drainage sous contrainte mécanique, avec passage entre les états saturé et non saturé, les chemins de chauffe sous une succion constante, et un chemin déviatorique avec succion et une température imposées. Le volet instrumental et expérimental présente le développement d’un oedometre permettant de réaliser des essais à température et succion imposée. Des chargements THM ont été réalisés sur de la kaolinite P300 et de la bentonite du Wyoming
This research work aims to improve knowledge and to better understand the thermohydromechanical behaviour of fine soils. A theorical aspect describes a simple thermohydromechanical (THM) constitutive model for unsaturated soils. The effective stress concept is extended to unsaturated soils with the introduction of a capillary stress. This capillary stress is based on a microstructural model and caculated from attraction forces due to water menisci. The effect of desaturation and the thermal softening phenomenon are modelled with a minimal number of material parameters and based on existing models. THM process is qualitatively and quantitatively modelled by using experimental data and previous work to show the application of the model, including a drying path under mechanical stress with transition between saturated and unsaturated states, a heating path under constant suction and a deviatoric path with imposed suction and temperature. The instrumental and experimental aspect presents a modified oedometer cell to test soils under controlled temperatures and suctions. THM loadings tests have been investigated for two materials: kaolin P300 and Wyoming bentonite

Esta tese apresenta os princípios e a formulação de um modelo não-linear de atrito estático em interface de concreto areia. A hipótese básica para desenvolvimento das equações consiste na ocorrência do atrito de deslizamento (atrito verdadeiro), do atrito de rolamento (rearranjo das partículas) e da dilatância (variação de volume durante o cisalhamento). A solução analítica do modelo considera o efeito da rugosidade da superfície de contato, da curva granulométrica da areia e do seu estado de compacidade inicial. Foram realizados ensaios de cisalhamento direto com carga normal constante em interface de contato entre concreto e areia com seção de 500 mm x 500 mm com o objetivo de permitir a calibração do modelo proposto. É discutida e sugerida a incorporação da equação constitutiva desse modelo em análises de interação solo-estrutura via método dos elementos finitos. Sua aplicabilidade é demonstrada através da análise 1D e 2D de estacas de atrito executadas em areia e submetidas a carregamentos de compressão
This thesis presents the principles and formulation underlying a concrete-sand interface nonlinear static friction model. The basic hypothesis employed in the development of the model equation takes into account the interface sliding friction (true friction), a rolling friction (particle rearrangement) and dilatancy(volume variation during shear). The model analytical solution considers the effect of roughness of the contact surface, the grain size distribution and its initial state of compactness of the sand. To calibrate the proposed model, a direct shear stress test under constant load was carried out along a 500mm x 500mm section concrete-sand interface. Furthermore, a discussion and suggestion of the inclusion of the model constitutive equation applied to the analysis of soil-structure interaction using the finite element method are presented. The applicability of the proposed model is proven through the analysis of 1-D and 2-D skin friction piles made of sand mass subjected to compression load

La contribution des parcs éoliens offshore en termes d’énergie renouvelable ne cesse de croître. L’électricité produite notamment par les éoliennes en mer du Nord représente de ce fait une part importante de l’énergie consommée en Europe. Pourtant, les objectifs de la Commission Européenne en termes de transition énergétique à l’horizon de 2020 sont loin d’être réalisés sans l’optimisation des techniques existantes et le développement de technologies de plus en plus innovantes. Les monopieux sont les fondations les plus populaires dans l’industrie des éoliennes offshores. Ce sont des pieux larges supportant des éoliennes de fortes puissances et situées dans des eaux plus profondes. L’objectif général de cette thèse de doctorat est d’étudier les interactions solstructure des monopieux sous sollicitation latérale, fondés dans les sols argileux. Une attention particulière est donnée aux comportement du sol dans le but de modéliser finement le comportement des sols argileux
Nowadays, offshore wind energy industry is developing exponentially, due to the significant contribution of the North Sea wind turbines energy production to the total consumed energy in Europe. Given that the EU's energy target is to increase the share of renewable energy by 2020, there is a great potential of the offshore wind energy applications towards this direction. In order to achieve this, the support of scientific research is crucial. Monopiles have been by far the most support structure for offshore turbines, nowadays becoming applicable also for complex site conditions. The main objective of this PhD thesis is to study the soil-foundation interaction problem for offshore wind turbines monopiles embedded in clays. We focus therefore on the numerical modelling of natural clay behavior. We aim to develop a constitutive model for clay soils, which allow developing new p-y curves that could be widely applied in offshore wind turbines monopiles

Tese (doutorado)—Universidade de Brasília, Faculdade de Tecnologia, Departamento de Engenharia Civil e Ambiental, 2014.
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A pesquisa exposta a seguir apresenta um estudo do comportamento de cortinas de estacas justapostas assentes na argila porosa de Brasilia, para este fim foi avaliado o comportamento do solo mediante ensaios saturados e não saturados de resistência e deformabilidade, porosimétricos, mineralógicos, de armazenamento de água e estrutura microscópica. A contenção foi instrumentada obtendo dados de deslocamentos e tensões atuantes nos grampos visando ter o comportamento global da estrutura durante o processo executivo, com o objetivo de simular numericamente a resposta não saturada do solo, usando um modelo constitutivo hipoplástico implementado para esta pesquisa e inserido em um programa de elementos finitos (Plaxis 2D) através da opção User Defined Soil Models(UDSM). Os parâmetros do modelo foram calibrados usando element tests apoiados em ensaios não saturados desenvolvidos em Charles University (Praga). O modelo computacional usado leva em conta variáveis relacionadas à interação ambiente-solo, i.e. foram impostas cargas de chuva no modelo para observar a resposta de contenção quando muda a sucção no perfil estratigráfico. Além do caso de análise o modelo constitutivo de referência foi validado considerando outra contenção do DF com similares características. _______________________________________________________________________________ ABSTRACT
This research presents a analysis of the behaviour of pile curtain walls (non secant) founded in the porous clay of Brasilia. The objective was the evaluation of the soil response by means of saturated and unsaturated tests of shear strength, porosimetry, mineralogy, water retention and microscopic structure. The curtain was instrumented to obtain data of the displacements and stresses acting in the anchors, in order to have the global behaviour of the structure during the construction process, allowing the numerical simulation of the unsaturated response of the soil, using a hypoplastic constitutive model implemented for these research and inserted in a FEM program (Plaxis 2D) with the User Defined Soil Models (UDSM)option. The parameters of the model were calibrated using element tests supported in unsaturated lab tests carried out in Charles University (Prague). The computational model used considers variables related to the environmental-soil interaction, i.e. rain loads were imposed in the model to observate the behaviour of the retaining structure where changes in the suction along the stratigraphic profile. Besides of the main studied case, the reference constitutive model was also validated considering another curtain wall in the DF, with similar characteristics for the purpose of evaluate the overall soil conditions.

Le traitement des sols à la chaux est une méthode couramment utilisée pour améliorer les propriétés mécaniques de sols aux performances insuffisantes. Cependant, ces améliorations mécaniques ne sont pas prises en compte dans les calculs de dimensionnement. Cette thèse propose une méthodologie pour pallier à ce problème. Un programme expérimental approfondi est réalisé afin de décrire avec précision le comportement mécanique d’un sol traité et les processus associés à la structuration introduite par le traitement. La composition chimique, et notamment la quantité de composés cimentaires hydratés, est déterminée par analyses thermogravimétriques et thermodifférentielles. Un couplage non-linéaire entre la quantité d’hydrates et la limite élastique se basant sur ces résultats expérimentaux est proposé. À partir de ces résultats, une nouvelle formulation a été développée afin de modéliser la dégradation de la structure en plasticité, et a servi au développement d’une nouvelle loi de comportement élasto-plastique basée sur le modèle de Cam Clay Modifié. Cette dernière a montré reproduire correctement les principaux traits de comportement spécifiques aux sols traités. Il est démontré que ce modèle est également adapté aux sols naturellement structurés. Afin de prendre en compte les effets du traitement et la présence de structure dans le dimensionnement, un programme basé sur la méthode des éléments finis, comprenant le pré- et le post-processing de la géométrie et des résultats du problème, a été développé. Une validation rigoureuse a confirmé l'implémentation correcte de la méthode et son potentiel pour l’optimisation du dimensionnement des ouvrages
The effects of lime treatment on the mechanical properties of soils are usually not accounted for in the design of geotechnical structures. As a result the potential of lime treatment has not been fully exploited. In this thesis, a comprehensive experimental program has been carried out to identity the key features of the mechanical behaviour of structured materials. The chemical modifications arising from lime treatment were quantified using thermal analysis methods. From these results a non-linear chemo-mechanical coupling was established between the concentration of cementitious compounds and the yield stress. Using these results, a new formulation to model the degradation of the structure at yield has been developed and implemented in a constitutive model for structured materials. This new model, developed in the framework of the Modified Cam Clay model, requires a limited number of additional parameters that all have a physical meaning and can all be determined from a single isotropic compression test. The model has proven to be successful in reproducing the key features of structured materials and for the modelling of the mechanical behaviour of lime treated specimens under various stress paths. Due to similarities in behaviour, it is shown that the formulation is also suitable for naturally structured soils. To account for a structured material in the design of geotechnical structures, a fully functional finite element program for elasto-plastic problems was developed including the pre- and post-processing of the results. A thorough validation has confirmed the good implementation of the finite element method and its suitability for the modelling of complex geometries involving structured materials

A presença de compostos orgânicos no solo proporciona o desenvolvimento de uma fase adicional nos poros, imiscível com a fase aquosa e gasosa pré-existentes. A característica de imiscibilidade destes compostos, denominados de fase livre não aquosa (“nonaqueos phase liquid” – NAPL), torna a avaliação de um solo contaminado por tais substâncias bastante complexa. Dentre as substâncias pertencentes a este grupo NAPL, destacam-se os produtos derivados do petróleo. As propriedades mais importantes na avaliação de um solo contaminado por NAPL são suas relações constitutivas. Uma destas propriedades relaciona a sucção dos fluídos com suas respectivas saturações, enquanto que a outra relaciona a condutividade relativa dos fluidos com a saturação de cada um destes fluidos. A partir da curva de retenção de um solo contaminado, é possível quantificar de forma indireta a relação condutividade relativa-saturação. Todavia, a obtenção desta curva de retenção para um solo contaminado por NAPL é bastante complexa e está em desenvolvimento, exigindo cuidados na sua determinação. Para isso, assume-se que no interior de um poro contendo água, óleo e ar, o contaminante estará preferencialmente localizado entre a água e o ar. Isto é determinante ao admitir-se que a saturação da água Sw é uma função da sucção mátrica desenvolvida entre a água e o óleo e a saturação total dos líquidos St, (soma da saturação da água e do óleo) é dependente da sucção mátrica gerada entre o óleo e o ar. Esta hipótese possibilita a obtenção das curvas de retenção para sistemas trifásicos ar-NAPL-água a partir dos sistemas bifásicos NAPL-água e ar-NAPL. Assim sendo, o objetivo deste trabalho é desenvolver, a partir de um oedômetro com controle de sucção, um equipamento, denominado de célula multifásica, que permita o controle independente das pressões do ar, do NAPL e da água. Especificamente, este equipamento permitirá a determinação das curvas de retenção para sistemas bi e trifásicos. Para atingir esta meta, foi necessário transformar uma pedra porosa cerâmica comum em uma pedra porosa hidrofóbica (repelente à água), através de um tratamento químico da pedra porosa convencional em uma solução contendo uma substância comercialmente conhecida como Glassclad 18. Este novo equipamento permite o monitoramento da variação do volume de água e de óleo no interior de uma amostra de solo para diversas pressões capilares. Ensaios preliminares foram realizados em uma mistura composta de 70% de um solo arenoso e 30% de um solo argilo-arenoso, sendo o primeiro coletado no estado do Rio Grande do Sul enquanto que o segundo em Santa Catarina. Ambos os solos possuem propriedades físicas bem conhecidas.
The presence of organic compounds in the soil provides the development of an additional phase in the pore space, immiscible with the preexisting water and gaseous phases. This characteristic of immiscibility of such substances, called nonaqueos phase liquids – NAPL’s, turns the evaluation of a soil contaminated by these substances sufficiently complex. Among the substances pertaining to this group, called NAPL, the petroleum products are distinguished. The most important properties in the evaluation of a soil contaminated by NAPL are their constitutive relationships. One of these properties relates the pressure of the fluids with their respective saturations, while the other one relates the relative permeability of the fluids with the saturation of each one of these fluids. From the pressure-saturation constitutive relationship of a contaminated soil, it is possible to quantify indirectly the relative permeability-saturation relationship. However, the evaluation of the pressure-saturation relationship for a soil contaminated by NAPL is sufficiently complex and is in development, demanding considerable care in its determination. For this, it is assumed that, in the interior of a pore contaning water, oil and air, the organic liquid will be preferentially located between the water and air. That is imperative when assuming that water saturation of Sw is a function of the suction developed between the oil-water interface and the total liquid saturation St (sum of water saturation and oil saturation) is dependent of the suction generated between the airoil interfaces. This hypothesis makes possible the evaluation of the pressure-saturation relationship for the three-phase system air-NAPL-water from the two-phase systems NAPLwater and air-oil. Thus, the objective of this work is to develop, from the edometer with pressure control, another equipment, called the multiphase cell, that allows the independent control of the air, NAPL and water pressures. Specifically, this equipment will allow the determination of the pressure-saturation relationship for bi- and three-phase systems. To reach this goal, it was necessary to transform a standard ceramic porous stone in a hidrophobic porous stone (repellent to water), through a chemical treatment of the standard porous stone in a solution containing a substance commercially known as Glassclad 18. This new equipment allows the control of the volume changes of water and oil within a soil sample for different suction. Preliminary tests have been carried out with a mixture composed by 70% of sand and 30% of silt; the first material were collected in the state of the Rio Grande do Sul (Brazil) and the second in the state of Santa Catarina. Both materials have their physical properties well known.

Le sujet de la thèse concerne l'identification des paramètres des sols et sélection de modèles de comportement en utilisant des algorithmes génétiques. Tout d'abord, une étude comparative sur l'identification des paramètres par différentes méthodes d'optimisation est effectuée. Ensuite, un algorithme génétique réel codé (RCGA) est conçu pour améliorer la performance d’un algorithme génétique ( GA ) dans l'identification des paramètres du sol. Par la suite, le RCGA est utilisé pour construire la formulation de la prédiction de la compressibilité des argiles remaniés basée sur la régression polynomiale évolutive (EPR) en utilisant l’indice des vides initial e0, la limite de liquidité wL et l’indice de plasticité IP. Ensuite, une procédure efficace pour identifier les paramètres d'argiles structurées est proposé e en employant le RCGA avec un modèle élastoviscoplastique anisotrope. Une procédure de validation est menée ainsi que des applications démontrant que la procédure est utile pratiquement avec une réduction du coût des essais au laboratoire. Enfin, le choix d'un modèle approprié pour les sable s avec les caractéristiques nécessaires en fonction des essais classiques et un moyen facile d'identifier les paramètres pour les applications géotechniques est discuté en utilisant le RCGA et différents modèles de sable. L’écrouissage plastique non - linéaire, l'implémentation d e la li g ne d'état critique avec l’effet d’enchevêtrement , les types et nombres d’essais et le niveau de déformation nécessaire sont discutés pour la sélection et l'utilisation des modèles de sable
The subject of this thesis is the identification of soil parameters and the selection of constitutive models using genetic algorithms. First, various optimization methods for identifying soil parameters are studied. Then, a real - coded genetic algorithm (RCGA) has been developed to improve the performance of genetic algorithms (GA) for identifying soil parameters. Subsequently, the RCG A is employed to construct a formula for predicting the compressibility of remolded clays by using an evolutionary polynomial regression ( EPR ) based on the initial void ratio e 0 , the liquid limit w L and the plastic index I P . Then, an efficient procedure fo r identifying the necessary parameters of soft structured clay s is propose d by employing the enhanced RCGA coupled with an advanced anisotropic elasto - viscoplastic model. This approach is then validated and several applications are developed to demonstrate that the procedure can be used with a reduction of the testing cost . F inally , an appropriate model of sand with the necessary features based on conventional tests and with an easy way of identifying parameters for geotechnical applications by employ ing th e RCGA and different sand models is selected. A discussion on nonlinear plastic stress - strain hardening , the incorporation of the critical state concept with interlocking effect , test types and numbers , and necessary strain level for the selection and use of sand models concludes the thesis

L'objectif de ce travail est d'analyser l'influence du renforcement du sol par la method Soil Mixing sur le comportement des fondations superficielles et profondes. Une étude numérique a été effectuée – avec des analyses éléments finis dans ABAQUS - dans le but d'acquérir une compréhension du fonctionnement et une estimation de la performance des fondations améliorées. Pour être en mesure d'utiliser des colonnes SM pour l'amélioration de la fondation, il est nécessaire de bien comprendre leur performance sous charge axiale statique. Par conséquent, une série de simulations reproduisant des essais de chargement d'une seule colonne, et d’un groupe de colonnes ont été réalisées. Les essais à pleine et petite échelle ont été modélisés et leurs résultats comparés avec les observations expérimentales. Un bon accord entre les prédictions numériques et les mesures confirme une bonne calibration des lois constitutives des sols, des colonnes et de l’interface sol/colonne en SM. En outre, cette étude a révélé que la colonne SM agit d'une manière similaire à un pieu en béton, son comportement est régi principalement par l'interface. Ensuite, la modélisation numérique d’une fondation superficielle à petite échelle a été menée. Deux types de renforcement ont été étudiés. Le premier consiste en une seule colonne, située au centre sous la semelle analysée. Le second cas correspond à un groupe de quatre colonnes SM. Deux densités de sol ont été analysés. L'objectif de la modélisation est d'identifier l'efficacité du renforcement en termes de capacité portante de la fondation et de la réduction de son déplacement vertical. Il a été trouvé que la densité du sable a un impact significatif sur le comportement de la semelle. La variation de densité a entraîné une différence significative entre les forces totales portées par les fondations. Mais, il a été constaté que le pourcentage de la force reprise par le sol par rapport à la force total, est indépendant de la densité. L'influence du renforcement obtenu par un groupe de colonnes SM sur une fondation profonde, a été étudiée. La modélisation numérique d'un seul pieu théorique installé dans le sol homogène, a été réalisée. L'objectif de l'étude est de détecter l'impact de divers paramètres, tels que la distance horizontale entre les colonnes de SM, la distance verticale entre les têtes de colonnes et la pointe de pieu, le diamètre et la longueur des éléments SM, sur la capacité portante de la fondation. On a montré que la distance entre les colonnes et leur diamètre ont la plus grande influence sur la force de charge, la longueur de renforcement conduit à une moindre influence
The aim of this work is to analyse the influence of soil reinforcement executed by the Soil Mixing method on the behaviour of shallow and deep foundations. Numerical investigation has been carried out - with the use of Finite Element (FE) analyses in ABAQUS - in an attempt to identify the mechanisms guiding the performance of supported foundations. To be able to use SM columns as the foundation’s improvement, it is necessary to fully understand their performance under applied static, axial load. Therefore, a set of simulations reproducing loading tests of single and group of columns have been carried out. Full and small scale tests have been modelled and their results compared with experimental observations. Good agreement between numerical predictions and measurements, confirms proper calibration of the chosen constitutive laws of: soils, columns and interactions between them. Moreover, this study has revealed that the SM column acts in a similar way to concrete pile, hence its behaviour is governed mainly by the interface. Afterwards, numerical modelling of small scale shallow foundation has been accomplished. Two kinds of reinforcement have been investigated. The first one consists of a single column situated centrally under the analysed footing. The second kind of improvement involves group of four SM columns. Two densities of soil have been analysed. The goal of the modelling is to identify the efficiency of the reinforcement in terms of: bearing capacity of the foundation and reduction of its vertical displacement. Despite significant difference between total forces borne by the foundation tested on soil with different densities, it has been found that the percentage of the total force that was taken by the soil is density independent. The influence of reinforcement executed by group of SM columns on a deep foundation has been studied. Numerical modelling of a theoretical, single pile, installed in homogeneous soil, has been carried out. The aim of the investigation is to detect the impact of parameters such as: pattern of reinforcing elements, horizontal distance between SM columns, vertical distance between columns’ heads and tip of the pile, diameter and length of SM elements, on the bearing capacity of the foundation. It has been found that the distance between columns and their diameter has the biggest influence on the borne force. However, the length of the reinforcement has shown the least significant influence

Dans le contexte de stockage des déchets radioactifs en profondeur, des interactions entre le fer métal d’une part et la roche du Callovo-Oxfordien (COx), sa fraction argileuse purifiée (SCOx) ou des phases argileuses pures (kaolinite, illite, smectites) d’autre part, sont réalisées à 90°C sous atmosphère anoxique en solution chlorurée-salée. Le rôle des minéraux non argileux du COx est également étudié. L'oxydation rapide du fer métal entraine une libération d’ions fer en solution, une augmentation du pH et une diminution du Eh (réducteur). Une dissolution partielle des phases argileuses ainsi que la précipitation de serpentines ferrifères (odinite ou berthiérine, principalement) et de magnétite en faible quantité sont alors observées. En cas d’apport d'O2 au système, les serpentines ferrifères sont déstabilisées. L'exsolution du fer permet la formation d'oxydes et d’hydroxydes de fer et des particules argileuses proches des phases initiales précipitent. Lorsque du quartz est ajouté à SCOx, la dissolution partielle de ce minéral est responsable de la modification des chemins réactionnels. La formation de magnétite est alors limitée et les serpentines ferrifères sont enrichies en silice. Dans le cas de la kaolinite, DRX, MET, XPS et analyses texturales mettent en évidence la croissance des serpentines ferrifères (berthierines majoritairement) sur la surface basale des kaolinites, formant des particules kaolinite-serpentines-Fe démixées. Les techniques spectroscopiques (Mössbauer, XAS et STXM) permettent de déterminer les rapports Fe2+/Fe3+ et AlIV/AlVI jusqu'au niveau des particules élémentaires et de proposer des formules structurales pour ces serpentines ferrifères
In the context of underground disposal of high-level radioactive waste, interactions between metallic iron and Callovo-Oxfordian rock (COx), its purified clay fraction (SCOx) or pure clay phases (kaolinite, illite, smectites) were investigated at 90°C under anoxic atmosphere in chlorine solution. Role of COx non clay minerals in these reactions was also studied. Rapid metallic iron oxidation conducts to iron cations release in solution, pH increase (8-10) and Eh decrease (reducive conditions). The partial dissolution of initial clay phases and the crystallization of Fe-serpentines (odinite or berthierine mainly) and of low amount of magnetite were observed. The introduction of O2 into the system leads to Fe-serpentines destabilisation. Iron exsolution conducts to iron oxides and hydroxides formation and clay particles with composition close to the initial ones precipitate. Addition of quartz into the system leads to the partial dissolution of this mineral and to the modification of reaction pathways. Precipitation of magnetite is reduiced and Fe-serpentines are silica enriched. In the case of kaolinite-metallic iron interaction, combinated used of XRD, MET, XPS and textural analyses evidences the growth of berthierine on the basal face of kaolinites, resulting in Fe-serpentine-kaolinite demixed particles. Through the used of spectroscopic analyses (Mössbauer, XAS and STXM), we were able to determine Fe2+/Fe3+ and AlIV/AlVI ratio in elementary particles, which allows proposing structural formulae for the Fe-serpentines

Dans un contexte mondial d’accroissement de la demande en travaux souterrains en sites urbains, l’ingénieur doit disposer d’outils et de méthodes performants pour concevoir des ouvrages sûrs, à risques évalués et maîtrisés. La prévision des tassements provoqués par le creusement de tunnels en site urbain repose largement sur des méthodes empiriques. Dans ce mémoire, on propose une méthode de prévision des tassements pour des tunnels creusés par la méthode conventionnelle avec présoutènements. Cette méthode est basée sur des modèles éléments finis tridimensionnels avec CESAR-LCPC. On s’intéresse d’abord aux spécificités des tunnels urbains, et aux limites des différentes méthodes empiriques et numériques. On introduit ensuite une loi de comportement du sol qui combine une élasticité non-linéaire et une isotropie transverse. Le modèle reproduit le profil, notamment la largeur, des cuvettes de tassements empiriques de référence et facilite les études de sensibilité. Le dimensionnement des présoutènements, boulons en fibre de verre et voûte parapluie, est ensuite décrit pour la maîtrise des tassements. La dernière partie est une étude de cas d’une conception par analyse de risques d’un ouvrage représentatif du contexte du Grand Paris Express
In a context of increasing demand for underground works in urban areas worldwide, the engineers must have efficient tools and methods to design safe structures, with assessed and managed risks. The prediction of settlements due to urban tunnelling is mainly made with empirical methods. In this dissertation, we propose a method of settlements prediction for tunnels built using conventional methods (i.e. without TBM), with reinforcements. This method is based on three dimensional finite element models with CESAR-LCPC. In the first place, we present the specificities of urban tunnels, and the limitations of numerical and empirical methods. Then, we introduce a constitutive model for the soil which combines a non-linear elasticity and a cross-anisotropic behaviour. This model reproduces the shape, and especially the width, of the reference empirical settlement troughs and permits easy sensitivity analysis. The design of reinforcements, fibreglass bolts and umbrella arches, is then described for the purpose of reducing the settlements. The last section is a case study of risk analysis design for a tunnel typical for the context of the Grand Paris Express project

L'aménagement du territoire en France, et en particulier les processus d'élaboration de documents d'urbanisme, font l'objet d'évolutions distinctes mais conjointes sous les effets de la rationalisation des politiques publiques, de la décentralisation de l'Etat et de transformations de problématiques d'aménagement. Les acteurs impliqués dans l'aménagement doivent arbitrer entre de nombreux conflits d'usages des sols, au regard de lois et directives plurielles voire contradictoires. Dans ce contexte, nous avons observé un projet de formation développé à travers une collaboration inter-organisationnelle impliquant des agents de plusieurs services déconcentrés relevant de différents Ministères ainsi que des agents d'un organisme de recherche ; ces agents étaient porteurs d'une préoccupation concernant la préservation des terres cultivées ou potentiellement cultivables et, face à la restriction de leur capacité d'agir, ont cherché des modalités d'agir à distance à travers l'élaboration de ce projet. Notre recherche explore les processus organisants, constitutifs d'une organisation transverse. Elle montre comment s'est constitué progressivement un échafaudage à la " frontière " entre différents mondes afin d'équiper les destinataires du module de formation, de données, d'éléments de méthodes, de " façons-de-penser " et de " façons-de-voir " organisationnelles. Ce faisant, elle caractérise cette collaboration comme s'inscrivant dans une perspective relevant de l'evidence based planning et du mouvement des big data. Notre recherche, ancrée dans une approche info-communicationnelle, met au travail les questions de brutification et de mise en compatibilité d'ensembles de données. Elle explore la façon dont la visée de prescription générique se trouve mise en défaut lors de la re-singularisation en situations. Elle met en évidence des questions-clé, en lien avec le mouvement des big data, en termes de production de sens, conçu à la fois comme signification et orientation de l'action
The land-use planning in France, and specifically the making process of planning documents, evolve both in a distinct and common way due to the effects of the rationalization of public policies, the State devolution of power and the transformations of land management issues. The actors involved in planning must mediate numerous conflicts of land-use, in compliance with multiple and even contradictory laws and directives. In this context, we observed a training project developed via an inter-organizational collaboration involving agents from decentralized departments of different Ministries, as well as agents belonging to a research organization. The agents were concerned about the preservation of cultivated or potentially cultivatable soil. Facing the limitation of their capacity to act, they sought toways of acting remotely through this project. Our research explores the organizing processes that constitute a transverse organization. It shows how a scaffolding was gradually built up at the "border" between different arenas in order to equip the recipients of the training module with data, elements of method, organizational "ways-of-thinking" and "ways-to-see". Thus it characterizes this collaboration as part of a perspective based on evidence based planning and on the big data movement. Our research is anchored in an information-communication approach. It works on questions of rawification and of making data sets compatible. It explores how a generic prescription fails in situed re-singularization. It highlights key issues, linked to the big data movement, in terms of sense making, sense conceived both as meaning and as orientation of action

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Studying the Law about urban land division - Law nº 6.766/79 - is essential to understand some aspects of the urban issues in modern society. As a matter of fact, it is clear that there is not enough research about the theme, which results in direct damage to the entire society once the urban rules are not respected. The fact that this law is more than thirty years old does not exclude the interest in deepening its analysis because, since then, a new Federal Constitution was promulgated and several other laws related to the theme became effective. In this context, a few important questions shall be posed: have the urban crimes determined by Law nº 6.766/79 been corroborated by the new constitutional order? Is there any interest in criminalizing actions referring to the illegal parceling of the urban land? What is the best way of criminalizing them? Which criminal legal interests do these crimes protect? This study aims to discuss such an important matter and therefore stimulating deeper research by legal experts about the theme. Hopefully, as a consequence of increased debate on illegal parceling of the land, a healthier and more sustainable urban development in a long term perspective will be fostered
O estudo da Lei do Parcelamento do Solo Urbano - Lei nº 6.766/79 - é essencial para aprofundar as questões que envolvem os problemas urbanísticos existentes na nossa sociedade. Percebe-se que há uma lacuna na doutrina na análise desse tema, o que gera prejuízo a toda coletividade diretamente afetada pelo desrespeito às diretrizes urbanísticas. O fato de essa legislação contar com mais de trinta anos não exauriu o interesse no seu exame, pois, após a sua entrada em vigor, foi promulgada uma nova Constituição Federal e passaram a viger diversas leis relacionadas à matéria. Nesse contexto colocam-se as seguintes questões: os crimes urbanísticos foram recepcionados pela nova ordem constitucional? Há interesse em incriminar as condutas de parcelamento ilegal do solo urbano? Qual é a melhor forma de criminalizá-las? Qual o bem jurídico protegido por tais delitos? Esse trabalho pretende discutir essas questões, a fim de contribuir para que o tema seja aprofundado na nossa doutrina. Isso porque, quiçá, com o debate sobre a melhor forma de tratamento das condutas de parcelamento ilegal se possa facilitar um desenvolvimento mais sadio e adequado das cidades, resguardando-se o ordenamento do território e o meio ambiente

Le moulage des culasses en aluminium de moteurs automobile utilise une grande quantité de noyaux en sable lié par une résine polyuréthane. Ces noyaux doivent être extraits sans laisser de résidus dans les pièces. L'opération d'extraction, appelée débourrage, consiste à marteler les pièces de fonderie au niveau de la masselotte afin de fragmenter les noyaux. Cette opération est de plus en plus difficile à réaliser par la diminution de la taille des moteurs. Or, elle est cruciale pour l'amélioration de la qualité des culasses. L'objectif de la thèse est de développer un modèle de comportement mécanique élastoplastique tenant notamment compte la dépendance du matériau à la température de vieillissement. Ce modèle s'inscrit dans le cadre de la mécanique des sols à Etat Critique. Par la suite, le champ de déplacement d'un essai de compression uniaxiale observé en tomographie aux rayons X a permis de calibrer et valider le modèle. Pour cette étude, une méthode d'élagage de données a été développée afin de réduire drastiquement les coûts et les temps de calculs de l'optimisation des paramètres ainsi que le poids des données de corrélation d'images à stocker. Ces données ainsi élaguées sont utilisées afin d'optimiser le modèle élastoplastique grâce à l'utilisation d'une méthode hybride d'hyper-réduction (H2ROM). La simulation a permis ensuite d'améliorer la compréhension du débourrage des pièces de fonderie. La démarche numérique développée a mis en évidence l'influence de la précontrainte de compression thermique due au refroidissement de la culasse, ainsi que des conditions de bridage de la pièce lors du martelage
In casting foundry, resin bonded sand cores are used to mold the internal cavities of metallic parts, like cylinder heads.These cores are placed in the metallic die before casting and undergo a thermal loading during casting and solidification that leads to a chemical degradation of the binder. After the solidification, the internal casting sand cores have to be extracted. This so-called decoring operation is carried out by mechanical means, by knocking on the part with pneumatic hammers to fracture the cores firstand then vibrating to eliminate the fragmented pieces. The degradation of the resin caused by the thermal loading facilitates drastically the decoring process. The aim of this work is to understand and model the behavior of such heterogeneous media, taking into account the ageing temperature, in order to correctly assess the remaining fragmented cores after the decoring process. An elastoplastic model within the Critical State framework was adapted from the literature. Subsequently, the displacement field taken from an uniaxial test observed in X-ray Computed Tomography enabled to complete the calibration and the validation of the model. For this work, a data pruning method was developed. It saves memory space for long term storage and speed-up the parameters optimization. These pruned data are used to optimize the elastoplastic model through the use of a hybrid hyper-reduction method (H2ROM). Afterwards, the simulation helped to improve the understanding of the decoring process of foundry parts. The numerical approach developed has highlighted the influence of the thermal compression preload due to the cooling of the cylinder head, as well as the conditions of clamping during hammering

Ce travail aborde différents aspects de la modélisation numérique des mouvements de sol induits par la réalisation des excavations profondes. Le premier objectif est de définir un modèle de comportement qui inclut un mécanisme permettant de bien représenter la cuvette de tassement derrière un écran de soutènement. Le deuxième objectif est de contribuer à la justification des états limites ultimes des ouvrages de soutènement selon le format proposé par les Eurocodes.On propose deux modèles de comportement basés sur la théorie de l’élastoplasticité à un seul mécanisme : « le modèle H1 » et « le modèle H2 », qui comportent respectivement une loi d’écrouissage isotrope et une loi d’écrouissage cinématique non linéaire. Les formulations des deux modèles sont présentées. Leurs différents paramètres sont définis à partir d’essais en laboratoire ou in situ. On étudie l’influence de chacun de ces paramètres dans le cas des essais triaxiaux.Ces deux modèles sont implémentés dans le code de calcul par éléments finis CESAR-LCPC. Une analyse numérique d’un projet réel d’excavation issu d’un exercice de prévision (benchmark) avec différents modèles de comportement est présentée. Les résultats obtenus avec le modèle H2 n’améliorent pas significativement les résultats par rapport au modèle H1. Dans la suite, on concentre la discussion sur le modèle H1. Des études paramétriques sont réalisées sur ce projet d’excavation pour identifier les paramètres qui ont une influence sur la cuvette de tassement calculée. Dans le cadre du Projet Grand Paris Express, de nouvelles lignes de métro sont en cours de réalisation. La fouille de la future gare de Créteil L’Échat de la ligne 15 sud est choisie comme cas d’étude. Les résultats numériques obtenus avec le modèle H1 sont confrontés à des mesures réalisées dans cette gare.Le dernier chapitre aborde la justification aux états limites ultimes des ouvrages de soutènement. La discussion est axée sur la procédure de réduction des propriétés de cisaillement des sols (c-phi réduction). On cherche à préciser dans quelle mesure cette méthode peut être adaptée à des modèles de comportement complexes comme le modèle H1
The present research work addresses various aspects of the numerical modelling of the displacements induced by deep excavations. The first objective is to define a constitutive model allowing to obtain a good estimation of the settlement behind the retaining wall. A second objective is to contribute to the justification of retaining structures for ultimate limit states according to the format proposed by the Eurocodes.Two constitutive models based on the theory of elastoplasticity with a single mechanism are proposed: "H1 model" and "H2 model" which include respectively an isotropic hardening law and a non-linear kinematic hardening law. The formulations of the two models are presented. Their different parameters are defined from laboratory or in situ tests. The influence of each of these parameters is studied in the case of triaxial tests.Both models are implemented in the CESAR-LCPC finite element calculation code. A numerical analysis of a real excavation project taken from a benchmark prevision exercise with different constitutive models is presented. The results obtained with the H2 model do not significantly improve the results compared to the H1 model. In the following, the discussion focuses on the H1 model. Parametric studies are carried out on this excavation project to identify the parameters that have an influence on the settlement distribution calculated behind the retaining wall. Within the framework of the Grand Paris Express Project, new metro lines are being built. The excavation of the future “Créteil L'Échat” station of line 15 south is chosen as a case study in this thesis. The numerical results obtained with the H1 model are compared with measurements obtained in this station.Regarding the justification for the ultimate limit states of retaining structures, the discussion focuses on the procedure of reduction of the shear properties of soils (c-phi reduction). We seek to clarify to what extent this method can be adapted to complex constitutive models such as the H1 model

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In Raposa Serra do Sol Case, the STF has established the thesis that the indigenous communities only have the rights of the lands they traditionally occupy, if such occupation could be verified on the date of the promulgation of the Constitution of 1988. This work aims to verify whether this unique time frame for the identification and demarcation of indigenous lands resists to a test of application of the principle of primacy of the most favorable norm. This principle is provided for in various human rights treaties, can be drawn from the constitutional principle of the prevalence of human rights and is applied in international and domestic jurisprudence. It establishes that law interpreters must, among plurality of normative documents and interpretations on them, seek the solution that guarantees the highest degree of protection of the human being in the concrete case, thus prohibiting the decrease of a standard of protection already achieved in the international or domestic plan. The analysis of the problem starts from the premise that the identification of the most favorable norm is a process of normative concretion that, in general, has to consider the principle of proportionality as well as other guidelines such as the international interpreters understanding, the countermajoritarian function of human rights and the principles of maximum effectiveness and prohibition of retrocession. In this sense, we will examine the issue considering each of these approaches, exploring the jurisprudence of the Inter-American Court of Human Rights, based on the precedents in which it applied the pro persona principle and in which it dealt with indigenous land issues. Finally, we will assess the implications of applying the principle of primacy of the most favorable norm in the interaction between domestic law and the IHRL, in order to demonstrate that, if the establishment of a specific time frame for the characterization of indigenous lands does not resist to a test of application of such principle, it becomes possible and necessary a constitutional mutation on the subject.
No Caso Raposa Serra do Sol, o STF fixou a tese de que somente são reconhecidos aos índios os direitos sobre as terras que tradicionalmente ocupam, se tal ocupação pudesse ser constatada na data da promulgação da Constituição de 1988. Nesta dissertação, objetivamos verificar se a fixação desse marco temporal único para a identificação e demarcação de terras indígenas resiste a um teste de aplicação do princípio da primazia da norma mais favorável. Tal princípio é previsto em diversos tratados de direitos humanos, pode ser extraído do princípio constitucional da prevalência dos direitos humanos e é aplicado na jurisprudência internacional e na interna, estabelecendo que o aplicador do direito deve, diante da pluralidade de diplomas normativos e interpretações sobre os mesmos, buscar a solução que estabeleça o maior grau de proteção do ser humano no caso concreto, proibindo, consequentemente, que um standard de proteção já alcançado no plano interno ou internacional diminua. A análise do problema parte da premissa de que a identificação da norma mais favorável é um processo de concretização normativa que, em regra, deve se valer do princípio da proporcionalidade e ter como vetores o entendimento dos intérpretes internacionais, a função contramajoritária dos direitos humanos e os princípios da máxima efetividade e da proibição do retrocesso. Nesse sentido, examinaremos a questão em tela sob cada um desses enfoques, explorando, principalmente, a jurisprudência da Corte Interamericana de Direitos Humanos, a partir dos precedentes em que aplicou o princípio pro persona e em que enfrentou a temática das terras indígenas. Finalmente, avaliaremos quais as implicações que a aplicação do princípio da primazia da norma mais favorável tem na interação entre o Direito interno e o DIDH, a fim de demonstrar que, se a fixação de um marco temporal específico para a caracterização das terras indígenas não resiste a um teste de aplicação do referido princípio, torna-se possível e necessária uma mutação constitucional quanto ao tema.

Dans le cadre de la gestion des déchets radioactifs dits de moyenne activité à vie longue et de haute activité, la France a fait le choix du stockage géologique profond dans une formation rocheuse située à l’est du bassin parisien, dans une zone tectoniquement stable. Cette formation d’argilites du Callovo-Oxfordien a été choisie pour ses propriétés de rétention des radionucléides puisqu’elle est très peu perméable. Un laboratoire de recherche souterrain a été construit à environ 500 mètres de profondeur afin d’étudier in-situ les propriétés de la roche. Il a été montré que l’argilite du Callovo-Oxfordien présente une anisotropie liée à sa formation géologique. L’objectif principal de cette thèse est de pouvoir reproduire le comportement mécanique anisotrope à l’aide d’un modèle de comportement élasto-plastique. Le modèle de comportement thermo-élasto-viscoplastique et isotrope nommé LKR est la résultante de tout le savoir-faire et l’expertise d’EDF en ce qui concerne le dimensionnement d’ouvrages souterrains. On cherche donc à appliquer une méthode de prise en compte de l’anisotropie structurelle caractérisant plusieurs types de géomatériaux dont l’argilite du Callovo-Oxfordien à ce modèle de comportement. Afin d’atteindre cet objectif, deux méthodes de prise en compte de l’anisotropie développées dans la littérature scientifique sont appliquées à un modèle de Drucker-Prager à écrouissage linéaire négatif et sont comparées. La première méthode consiste à introduire un tenseur de microstructure ou de fabrique permettant de définir les orientations préférentielles du matériau. La seconde méthode est l’approche par plan de faiblesse qui consiste à décrire le comportement anisotrope du matériau via deux mécanismes distincts, l’un décrivant le comportement de la matrice rocheuse isotrope et l’autre décrivant les plans de faiblesse. C’est par ce deuxième mécanisme que l’anisotropie est introduite. Ces deux applications ont été faites dans le logiciel libre de simulation en mécanique, Code Aster, développé par EDF et ont permis d’appréhender les difficultés numériques de chacune de ces méthodes, et de choisir l’approche la plus pertinente pour l’extension du modèle LKR. Ainsi, c’est la méthode avec le tenseur de fabrique qui est, dans notre cas, la plus adaptée. Elle a donc été appliquée au modèle LKR. Cette nouvelle extension au modèle permet de prendre en compte la dépendance à l’orientation du matériau des résistances en compression. Dans ces travaux, on se place dans le cadre de la mécanique des milieux continus. L’anisotropie est introduite seulement dans le mécanisme élasto-plastique du modèle de comportement LKR
Within the framework of radioactive waste management, for long-lived and high-level radioactive waste, France has chosen deep geological storage. This storage will be located in a rock formation, in the east of the basin Parisian, in a tectonically stable area. This Callovo-Oxfordian claystone formation was chosen for its radionuclides retention properties since it is not very permeable. An underground research laboratory was built 500 meters deep to study the properties of the rock in-situ. The Callovo-Oxfordian claystone has been shown to exhibit anisotropy related to its geological formation. The main objective of this PhD thesis is to reproduce anisotropic mechanical behaviour using an elasto-plastic constitutive model. The thermo-elasto-viscoplastic and isotropic behaviour model named LKR is the result of all EDF’s knowledge and expertise in the design of underground structures. Therefore, we seek to apply a method of taking into account structural or inherent anisotropy characterizing several types of geomaterials including Callovo-Oxfordian claystone to this LKR constitutive model. In order to achieve this objective, two methods of taking anisotropy into account and developed in the scientific literature are applied to a Drucker-Prager model with linear softening and then are compared to each other. The first method consists of introducing a microstructure or fabric tensor to define the preferential orientations of the material. The second method is the weakness plane approach which consists of describing the anisotropic behaviour of the material through two distinct mechanisms, one describing the behaviour of the isotropic rock matrix and the other describing the weakness planes. It is through this second mechanism that anisotropy is introduced. These two applications were made using the free mechanical simulation software, Code Aster, developed by EDF. This allowed to understand the numerical difficulties of each of these methods, and to choose the most relevant approach for the extension of the LKR model. Thus, it is the method with the fabric tensor which is, in our case, the most suitable. It was therefore applied to the LKR model. This new extension to the model enables the material orientation dependency of the compression strengths to be taken into account. In this work, the mechanics of continuous media are considered. Anisotropy is introduced only into the elasto-plastic mechanism of the LKR behaviour model

La nature est complexe et c’est en toute modestie que les ingénieurs doivent chercher à prédire le comportement des ouvrages dans le sous-sol. La réalisation de projets industriels dans le domaine souterrain, à forts enjeux économiques et sociaux (traversées alpines, stockage de déchets nucléaires), nécessite d’évoluer vers une meilleure compréhension des mécanismes comportementaux des ouvrages à concevoir. Cette amélioration passe par une meilleure représentativité physique des mécanismes macroscopiques et par la mise à disposition d’outils de prédiction adaptés aux attentes et aux besoins des ingénieurs. Les outils de calculs développés dans ce travail s’inscrivent dans cette volonté de rapprocher les attentes de l’industrie et les connaissances liées à la rhéologie des géomatériaux. Ces développements ont ainsi débouché sur la proposition d’un modèle de comportement mécanique, adapté aux roches peu fissurées et assimilables à des milieux continus, intégrant, en particulier, l’effet du temps. Fil conducteur de cette étude, la problématique du sujet de thèse concerne précisément la prise en compte du comportement différé des massifs rocheux dans les modélisations et ses conséquences sur les ouvrages souterrains.Fondé sur des concepts physiques de référence, définis à différentes échelles (macro/méso/micro), le modèle rhéologique développé est transcrit dans un formalisme mathématique dans le but d’être mis en oeuvre numériquement.Les applications numériques proposées s’inscrivent principalement dans le contexte du stockage des déchets radioactifs. Elles concernent deux configurations d’ouvrages rigoureusement différentes : l’excavation du laboratoire souterrain canadien de l’AECL, dans le granite du Lac du Bonnet et le creusement de la galerie GMR du laboratoire de Bure (Meuse/Haute-Marne) dans l’argilite de l’Est. Dans les deux cas, l’utilisation du modèle a permis de mettre en évidence l’apport de la prise en compte du comportement différé sur la représentativité des prédictions numériques du comportement à court, moyen et long termes des ouvrages souterrains
Nature is complex and must be approached in total modesty by engineers seeking to predict the behavior of underground openings. The engineering of industrial projects in underground situations, with high economic and social stakes (Alpine mountain crossings, nuclear waste repository), mean striving to gain better understanding of the behavioral mechanisms of the openings to be designed. This improvement necessarily involves better physical representativeness of macroscopic mechanisms and the provision of prediction tools suited to the expectations and needs of the engineers. The calculation tools developed in this work is in step with this concern for satisfying industrial needs and developing knowledges related to the rheology of geomaterials. These developments led to the proposing of a mechanical constitutive model, suited to lightly fissured rocks, comparable to continuous media, while integrating more particularly the effect of time.Thread of this study, the problematics ensued from the subject of the thesis is precisely about the rock mass delayed behavior in numerical modeling and its consequences on underground openings design.Based on physical concepts of reference, defined in several scales (macro/meso/micro), the developed constitutive model is translated in a mathematical formalism in order to be numerically implemented.Numerical applications presented as illustrations fall mainly within the framework of nuclear waste repository problems. They concern two very different configurations of underground openings: the AECL’s underground canadian laboratory, excavated in the Lac du Bonnet granite, and the GMR gallery of Bure’s laboratory (Meuse/Haute-Marne), dug in argillaceous rock.In this two cases, this constitutive model use highlights the gains to be obtained from allowing for delayed behavior regarding the accuracy of numerical tunnel behavior predictions in the short, medium and long terms

The introductions of large digital computers in the field of engineering have rendered possible the solution of a wide variety of problems without the need to violate the equilibrium and compatibility. The major requirement for such analysis is a good constitutive model that represents the stress strain behaviour of the materials in an accurate way. Nowadays for most of the geotechnical engineering applications the elastoplastic models like Mohr Coulomb model are widely used. All the existing constitutive models which represent the plastic behaviour of soil are developed from the fundamentals of classical theory of plasticity. The classical theory of plasticity is always associated with the concept of yield surface and potential surface to represent the plastic behaviour. The definition of yield surface depends on the location of the yield point. But in practical sense it is very difficult to find out the exact yield point for a material. The expression for yield and potential surfaces are simply mathematical expressions formulated for computational efficiency. Experimentally it is very difficult to find out the yield surface in the case of three dimensional stress spaces. The classical theory of plasticity is developed based on the mechanical process. It is believed that a theory which violates the thermodynamic principle is not able to represent the material behaviour accurately. the initial stage and combined to give the final state of stress. It was proved that the equation proposed by Wu and Wang (1983) can be used to represent the triaxial behaviour of sand very well. The dilation and densification behaviour can be predicted very well with the endochronic constitutive equations. The principal aim of this work is to implement the endochronic constitutive equation in the FLAC3D model library like any other constitutive model and validate it with the triaxial test data. After implementation and validation, the application of the particular constitutive model is extended to some practical geotechnical engineering problems like the stresses and displacements around an underground opening such as tunnels, surface settlement due to shallow tunneling, stress distribution below the footing, settlement analysis of footing on various foundation beds such as sand, clay and sand overlying clay bed, lateral displacement of the secant pile wall due to excavation and the force developed in the horizontal support etc. All the three problems validate the model with the analytical, experimental and field data respectively. The equation proposed by Wu and Wang (1983) is used for the present study. In order to validate the equation proposed by Wu and Wang (1983), MatLab programming is used. The hydrostatic, deviatoric and volumetric behaviour is obtained separately using the concerned equations. The equation is coded in the MatLab and analysis is done for a triaxial element test. Both drained and undrained analyses were done in order to study the behaviour. The pore pressure developed is captured separately with the equation proposed by Geoffrey et al (1975). The results obtained from the analysis of the MatLab were compared with that of the experimental results. The analysis shows that the equation captures the least plastic behaviour well for the triaxial element test. The dilation and densification behaviour obtained using the respective equation shows that it matches well with the experimental results. A parametric study is also conducted in MatLab to see how the parameters affect the stress strain and volumetric behaviour of the sand. The parametric study conducted with the MatLab shows that most of the parameters involved in the equation affect the plastic part of the stress strain curve rather than the initial elastic part. User defined constitutive model was written in visual C++ and compiled as DLL (Dynamic Link Library) files that will be loaded whenever it is needed in FLAC3D. In visual C++, header and source files were written by incorporating the constitutive equation proposed by Wu and Wang (1983), defining the variables and other functions etc, and a dynamic link library is created, which is then integrated into the 3D finite difference code FLAC3D using the CPPUDM module to simulate the stress strain behaviour of the materials. CPPUDM module is an additional option in FLAC3D to implement the user defined constitutive models. The visual C++ code was written in the form of incremental stress strain relationship. The model acts like any other constitutive model in the FLAC3D model library and can be loaded whenever it is required. For the validation of the model in FLAC3D, the data for the MatLab simulation were used. Both drained and undrained tests were simulated with the model. The results obtained from the analysis shows that by suitably selecting the parameters the model can simulate the stress strain behaviour of sand very well. The volumetric and deviatoric behaviour were observed and is matching well with the experimental data. In the case of the undrained test the pore pressure generation is well captured by the equation proposed by Geoffrey et al (1975). In urban areas the construction of shallow tunnels results in excessive settlements of the ground surface and thereby causes damage to the existing above ground structures. In order to minimize the settlements and to reduce the impact due to that, a prior analysis of the displacements and stresses around the opening is very important. Nowadays numerical analysis is widely used for the analysis of such structures. The most important requirement of such analysis is a constitutive model that can represent the unloading behaviour around the tunnel opening of sand very well. Here the endochronic constitutive model implemented in the FLAC3D model library is used to evaluate the stresses and displacements around the tunnel. In the analysis the tunnel is simulated as a cylindrical hole in an infinite medium with the in situ stress. The stresses at the springing line was observed and compared with the analytical solution. The results show that the results are matching well with the analytical results. The comparison of the results with that obtained using the Mohr Coulomb model is also done to see how the model differs from a widely used plastic model. By slightly adjusting the parameters the results obtained from both the models are in well agreement. The strain softening effect which is predominant around an underground opening due to the loosening of soil mass is well captured by the endochronic model compared to the Mohr Coulomb model. The settlement analysis shows that the model is almost in close agreement with the closed form solution proposed by Oteo & Sagaseta (1982) and the results obtained with the Mohr Coulomb model. The settlement trough formed for various shapes is wider and deeper than the Mohr Coulomb model. The vertical stress distribution around the opening of the tunnel is studied with varying the shape of the openings using the proposed constitutive model. The results obtained were compared with that of the Mohr Coulomb model. The slightly higher values in the case of endochronic model are basically due to its plastic nature. The displacement and stresses in the axial direction (along the excavation) is observed with the model. In the case of shallow tunnel the surface get influenced by the loosening of the soil mass which necessitates the use of the support system. The study shows that the model can be used for the simulation of underground opening like tunnel and will capture the behaviour well. Footings are structures used to support the buildings constructed above the ground. The settlement analysis of footings is very important when we consider the stability of the structures supported by it. The vertical stress distribution below the footing is studied using the endochronic constitutive model and compared with the analytical solution proposed by Boussinesq (1885). In the elastic range the model shows matching results with the Boussinesq’s solution. The settlement analysis of footing on various foundation beds such as sand, clay and sand overlying the clay bed were studied using the endochronic constitutive model implemented in the FLAC3D model library. The experimental data conducted in our lab (Sireesh (2006)) was used for the study. The results show that with the chosen parameters the results obtained with the endochronic model are in good agreement with the experimental data. The Mohr Coulomb model over predicts the results. This shows higher modulus value for the Mohr Coulomb model. By conducting the parametric study it was seen that by reducing the value of modulus for the Mohr Coulomb model, the results are in good agreement with the experimental value. The displacement and stress contours obtained for the two models were compared. By analyzing the displacement contours it is seen that the Mohr Coulomb model shows uniform settlement. In the case of endochronic model uniform settlement is observed for about 5% settlement that is in the elastic range. After a certain strain level the displacement contours are tilted more towards one side showing the rotational failure. Here the endochronic model captures the anisotropic behaviour associated with the materials like sand at higher strain level. This result is a concrete evidence that the model can capture the realistic behaviour very well compared to any other model. Even though the model developed is for sand its application can be extended to clay also. The size and shape of the footing is varied to study its effect on the pressure settlement curve. The analysis is done with square shape of 150mm side and circular shape of 150mm diameter. As there is not much variation in the area of influence, the shape has little influence on the pressure settlement curve. As the size of the footing increases the settlement increases for a given pressure. A parametric study is conducted by varying the modulus value used. The study shows that as the modulus value increases, the settlement reduces for a given bearing pressure. The endochronic model analysed with the lower modulus value shows that the model predicts the perfectly plastic behaviour, here the settlement increases for low value of bearing pressure. The application of endochronic model for the simulation of complex geotechnical engineering problems like footings is highly explored in the study. Nowadays most of the infrastructure facilities are concentrated towards the underground space. The excavation and construction of such structures in the urban areas results in damage to the existing above ground structures if the construction is done in close proximity to the structures. In the present study a staged excavation of an underground construction for the Bangalore metro project is simulated with the endochronic constitutive model. In the Bangalore metro project the excavation for the underground station is done at the cricket stadium site. At the site there are two major buildings such as the six storied Hindustan Aeronautical Limited building and 100 years old BSNL masonry building. To minimize the impact on these structures were a major concern during the construction of the work. A robust support system consists of secant pile walls, soldier piles and horizontal struts are installed at the site. The OSV method known as the Onsite Visualization and monitoring is conducted to minimize the damage to the existing structures and the accidents at the construction site. Sensors are connected to LEDs which show change in color when the displacements and forces cross the triggered value. The field instrumentation is done with inclinometers, tilt meters and strain gauges connected to the sensors to observe the lateral deformation of the secant pile wall, tilt of the HAL building and the forces developed in the horizontal struts. The monitoring of field data is done for a period of five months from July to November. From the analysis of the field observed data it is clear that the support system provided were strong enough to resist the forces due to unloading. The lateral deformation of the secant pile wall and the forces developed in the strut were numerically analysed using the endochronic constitutive model and the results were compared with the field monitored data. The results show that the model captures the behaviour very close to the field data for a slightly higher modulus than that reported in the geotechnical report (BMRC report). This may be due to the fact that the value of modulus calculated experimentally might have some error. The analysis with the Mohr Coulomb model shows that the model over predicts the results very close to the surface of the excavation. This indicates that the influence of load is more on that particular depth for the Mohr Coulomb model. But the stiffness of the lateral support system is uniform throughout the depth; the endochronic model predicts the result more accurately than the Mohr Coulomb model. The strut forces developed in the horizontal support system is observed using the two models. The strut forces in the field is affected by so many factors such as the temperature variation, stages of excavation and other live loads acting on the site, so an exact comparison with the field data is quite difficult. The analysis shows that even though it is difficult to simulate the exact three dimensional nature of the problem in the present study the endochronic constitutive model captures the behaviour very well. The results obtained shows that the endochronic constitutive model implemented in the FLAC3D model library provides a very promising solution like any other constitutive model. As the theory is based on the irreversible law of thermodynamics and the formulation of the constitutive equation are based on the internal energy concept it can represent the material behaviour in accordance with the laws of continuum mechanics. The anisotropic behaviour of soil at higher strain level is well represented through the footing problem. The endochronic constitutive model is a very simple one to simulate the stress strain behaviour of the materials without the concept of yield surface; the parameters used in the equation can be obtained directly from a single triaxial stress strain plot. This study highlights the importance of a model without the concept of yield surface to capture the stress strain behaviour of any materials. Since the model is of completely plastic nature it has its own uniqueness in capturing the material behaviour due to loading and unloading.

This article considers the nature of interpretation as important question in constitutional interpretation from a theonomic epistemological perspective. Theonomic epistemology is summarily described. The modem language philosophy's view of the nature of interpretation is then investigated, after which a theonomic definition of interpretation and hermeneutics is suggested. Different approaches to interpretation commonly found in legal practice are evaluated on the basis of the suggested definition. The theonomic approach is then applied to another issue in constitutional interpretation, the nature of the judicial function, and broad guidelines are given for the practical application of theonomic epistemological considerations.
Hierdie artikel ondersoek die wese van interpretasie as belangrike vraagstuk by grondwetuitleg vanuit die perspektief van die teonome epistemologie. Die teonome epistemologie word oorsigtelik beskryf. Die modeme taalfilosofie se beskouing van interpretasie word dan behandel, waama 'n teonome definisie van interpretasie en hermeneutiek voorgestel word. Die verskillende uitlegbenaderings wat algemeen in die praktyk voorkom, word aan die hand van die voorgestelde definisie geevalueer. Vervolgens word die teonome benadering op 'n ander vraagstuk van grondwetuitleg - die aard van die regterlike funksie - toegepas, en word bree riglyne vir toepassing van teonome epistemologiese oorwegings in die praktyk van regspraak gegee.
Department of Constitutional International & Indigenous Law
LL.M.

PROTECTION OF PERSONALITY IN SCOPE OF LEGAL PHILOSOPHY AND APPLICABLE LAW 1. Summary We can see law from two main perspectives. Law is either complex of written regulations, which are prepared by human beings based on some interests or it is a complex of rules, which altough are written, but its nature are originating from higher normative system. First is a present perspective. Current law science is prefering valid law as complex of regulations published in statute book. What is not banned by law, is allowed. Though this law philosophy is leading to instability in society. Every year legislator is making hundreds of amendements and create new laws to cover new circumstances which appear in the society. Despite legislator effort is society further unsatisfied with legal state. Society claims that law is enforceable for those who are able to hire big law firms, which can find neccesary grey areas. Immanuel Kant among the first draw a problem between legality and legitimacy. But it is not only matter of legislator whether he acts legitimately or legally, but as well as of receiver of law norm. Is every legal act of the recepient of the legal order of the Czech Republic legal as legitimate? Legal yes, if in conformity with legal order. But is it even legitimate? And is it moral? For juspositivism is...