Lineare hyperbolische partielle Differentialgleichungen in homogenen Medien, beispielsweise die Wellengleichung, die die Ausbreitung und die Streuung akustischer Wellen beschreibt, können im Zeitbereich mit Hilfe von Randintegralgleichungen formuliert werden. Im ersten Hauptteil dieser Arbeit stellen wir eine effiziente Möglichkeit vor, numerische Approximationen solcher Gleichungen zu implementieren, wenn das Huygens-Prinzip nicht gilt. Wir nutzen die Faltungsquadraturmethode für die Zeitdiskretisierung und eine Galerkin-Randelement-Methode für die Raumdiskretisierung. Mit der Faltungsquadraturmethode geht eine diskrete Faltung der Faltungsgewichte mit der Randdichte einher. Bei Gültigkeit des Huygens-Prinzips konvergieren die Gewichte exponentiell gegen null, sofern der Index hinreichend groß ist. Im gegenteiligen Fall, das heißt bei geraden Raumdimensionen oder wenn Dämpfungseffekte auftreten, kann kein Verschwinden der Gewichte beobachtet werden. Das führt zu Schwierigkeiten bei der effizienten numerischen Behandlung. Im ersten Hauptteil dieser Arbeit zeigen wir, dass die Kerne der Faltungsgewichte in gewisser Weise die Fundamentallösung im Zeitbereich approximieren und dass dies auch zutrifft, wenn beide bezüglich der räumlichen Variablen abgeleitet werden. Da die Fundamentallösung zudem für genügend große Zeiten, etwa nachdem die Wellenfront vorbeigezogen ist, glatt ist, schließen wir Gleiches auch in Bezug auf die Faltungsgewichte, die wir folglich mit hoher Genauigkeit und wenigen Interpolationspunkten interpolieren können. Darüber hinaus weisen wir darauf hin, dass zur weiteren Einsparung von Speicherkapazitäten, insbesondere bei Langzeitexperimenten, der von Schädle et al. entwickelte schnelle Faltungsalgorithmus eingesetzt werden kann. Wir diskutieren eine effiziente Implementierung des Problems und zeigen Ergebnisse eines numerischen Langzeitexperimentes. Im zweiten Hauptteil dieser Arbeit beschäftigen wir uns mit Transmissionsproblemen der Wellengleichung im Freiraum. Solche Probleme werden gewöhnlich derart behandelt, dass der Freiraum, wenn nötig durch Einführen eines künstlichen Randes, in ein unbeschränktes Außengebiet und ein beschränktes Innengebiet geteilt wird mit dem Ziel, eventuelle Inhomogenitäten oder Nichtlinearitäten des Materials vollständig im Innengebiet zu konzentrieren. Wir werden eine Lösungsstrategie vorstellen, die es erlaubt, die aus der Teilung resultierenden Teilprobleme so weit wie möglich unabhängig voneinander zu behandeln. Die Kopplung der Teilprobleme erfolgt über Transmissionsbedingungen, die auf dem ihnen gemeinsamen Rand vorgegeben sind. Wir diskutieren ein Kopplungsverfahren, das auf verschiedene Diskretisierungsschemata für das Innen- und das Außengebiet zurückgreift. Wir werden insbesondere ein explizites Verfahren im Innengebiet einsetzen, im Gegensatz zum Außengebiet, bei dem wir ein auf ein Mehrschrittverfahren beruhendes Faltungsquadraturverfahren nutzen. Die Kopplung erfolgt nach der Strategie von Johnson und Nédélec, bei der die direkte Randintegralmethode zum Einsatz kommt. Diese Strategie führt auf ein unsymmetrische System. Wir analysieren das diskrete Problem hinsichtlich Stabilität und Konvergenz und unterstreichen die Einsatzfähigkeit des Kopplungsalgorithmus mit der Durchführung numerischer Experimente.

Este trabalho propõe o estudo e o desenvolvimento de ferramentas computacionais baseadas no Método dos Elementos de Contorno (MEC) para a realização de análises mecânicas bidimensionais de estruturas e materiais não-homogêneos viscoelásticos enrijecidos. Complexos projetos de engenharia e sistemas estruturais utilizam estes tipos de materiais, o que é amplamente observado em indústrias tais como mecânica, naval, automobilística, aeronáutica e civil. No modelo proposto, o domínio bidimensional é representado pela abordagem 2D do MEC, com uso das soluções fundamentais isotrópica e anisotrópica e a teoria de modelos reológicos (modelos de Kelvin-Voigt, Maxwell e Boltzmann) é utilizada para a representação do comportamento viscoelástico destes meios. As estruturas de reforço são modeladas por elementos unidimensionais, os quais podem ser representados pelo Método dos Elementos Finitos (MEF) ou por uma abordagem 1D do MEC. A elastoplasticidade unidimensional é inserida no comportamento mecânico destes elementos, tornando o modelo não-linear, para o qual o método de Newton-Raphson é utilizado. Resultados numéricos mostram que o modelo de acoplamento MEC/MEC1D leva a resultados mais estáveis em comparação com a clássica abordagem MEC/MEF. A formulação proposta é aplicada ainda em análises mecânicas de sistemas estruturais não-homogêneos com complexa geometria e condições de contorno. Os resultados obtidos são comparados com respostas de modelos equivalentes disponíveis na literatura. A precisão, estabilidade e robustez da formulação proposta, particularmente quando domínios não-homogêneos são representados é ilustrada. / This work deals with the study and the development of computational formulations based on the Boundary Element Method (BEM) to perform two-dimensional mechanical analysis of reinforced viscoelastic non-homogeneous structures and materials. Complex engineering designs and structural systems use these types of materials, which is widely observed in mechanical, naval, automobilist, aeronautics and civil industries, for instance. In the proposed formulation, the two-dimensional domain is represented by the 2D BEM approach, using isotropic and anisotropic fundamental solutions and the theory of rheological models (Kelvin-Voigt, Maxwell and Boltzmann models) is used to represent the viscoelastic behavior of these domains. The reinforcement structures are modeled by one-dimensional elements, which can be represented either by the Finite Element Method (FEM) or by a 1D approach of the BEM (1DBEM). The one-dimensional elastoplasticity is added to the mechanical behavior of these elements, turning the coupled formulation into a non-linear model, for which the Newton-Raphson method is used. Numerical results show that the 1DBEM/BEM coupling model leads to more stable results compared to the classical FEM/BEM approach. The proposed formulation is applied in the mechanical analysis of non-homogeneous structural systems with complex geometry and boundary conditions. The obtained results are compared with answers of equivalent models available in the literature. The accuracy, stability and robustness of the proposed formulation, particularly when nonhomogeneous domains are represented is illustrated.

Neste trabalho, é desenvolvido um programa de computador para a análise estática e tridimensional de problemas de interação solo-estrutura. O programa permite considerar várias camadas de solo, cada qual com características físicas diferentes. Sobre este solo, o qual pode conter estacas, podem ser apoiados diversos tipos de estruturas, tais como placas e até um edifício. Todos os materiais considerados são homogêneos, isotrópicos, elásticos e lineares. O solo tridimensional é modelado com o método dos elementos de contorno (MEC), empregando as soluções fundamentais de Kelvin e uma técnica alternativa na consideração do maciço não-homogêneo. Esta técnica, que é uma contribuição original deste trabalho, é baseada no relacionamento das soluções fundamentais de deslocamento dos diferentes domínios, permitindo que sejam analisados como um único sólido sem a necessidade de equações de equilíbrio e compatibilidade. Isso reduz o sistema de equações final e melhora a precisão dos resultados, conforme comprovado nos exemplos apresentados. Para reduzir o custo computacional sem prejudicar a precisão dos resultados, é utilizada uma malha de elementos de contorno infinitos (ECI) nas bordas da malha de ECs para modelar o comportamento das variáveis de campo em longas distâncias. A formulação do ECI mapeado utilizado é outra contribuição original deste trabalho, sendo baseado em um EC triangular. É demonstrado por meio de exemplos que tal formulação é eficiente para a redução de malha, contribuindo de forma significativa na redução do custo computacional. Todas as estruturas que interagem com o solo, incluindo as de fundação, são simuladas empregando o método dos elementos finitos (MEF). Cada estaca é modelada como uma linha de carga empregando um único elemento finito com 14 parâmetros nodais, o qual utiliza funções de forma do quarto grau para aproximar os deslocamentos horizontais, do terceiro grau para as forças horizontais e deslocamentos verticais, do segundo grau para as forças cisalhantes verticais e constantes para as reações da base. Este elemento é empregado em outros trabalhos, no entanto os autores utilizam as soluções fundamentais de Mindlin na consideração da presença da estaca no solo. Desta forma, a formulação desenvolvida neste trabalho com as soluções fundamentais de Kelvin pode ser considerada mais uma contribuição original. No edifício, que pode incluir um radier como estrutura de fundação, são utilizados dois tipos de EFs. Os pilares e vigas são simulados com elementos de barra, os quais possuem dois nós e seis graus de liberdade por nó. As lajes e o radier são modelados empregando elementos planos, triangulares e com três nós. Nestes EFs triangulares são superpostos efeitos de membrana e flexão, totalizando também seis graus de liberdade por nó. O acoplamento MEC/MEF é feito transformando as cargas de superfície do MEC em carregamentos nodais reativos no MEF. Além de exemplos específicos nos Capítulos teóricos, um Capítulo inteiro é dedicado a demonstrar a abrangência e precisão da formulação desenvolvida, comparando-a com resultados de outros autores. / In this work, a computer code is developed for the static analysis of three-dimensional soil-structure interaction problems. The program allows considering a layered soil, which may contain piles. This soil may support several structures, such as shells or even an entire building. All materials are considered homogeneous, isotropic, elastic and linear. The three-dimensional soil is modeled with the boundary element method (BEM), employing Kelvin fundamental solutions and an alternative multi-region technique. This technique, which is an original contribution of this work, is based on relating the displacement fundamental solution of the different domains, allowing evaluating them as an unique solid and not requiring compatibility or equilibrium equations. In such a way, the final system of equations is reduced and more accurate results are obtained, as demonstrated in the presented examples. In order to reduce the computational cost maintaining the accuracy, an infinite boundary element (IBE) mesh is employed at the BE mesh limits to model the far field behavior. The mapped IBE utilized, based on a triangular EC, is another original contribution of this work. In the presented examples it is demonstrated that this IBE formulation is efficient for mesh reduction, implying on a significant computational cost reduction. All structures that interact with the soil, including the foundations, are simulated with de finite element method (FEM). The piles are modeled using a one-dimensional 14 parameter finite element, with forth degree shape functions for horizontal displacement approximation, third degree shape functions for horizontal forces and vertical displacement, second degree shape functions for vertical share force, and constant for the base reaction. This element is employed in other works, however the authors utilize Mindlin fundamental solutions for the pile presence consideration in the soil. In such a way, the formulation developed in this work with Kelvin fundamental solutions may be considered one more original contribution. The building, which may include a radier as a foundation structure, is modeled using two types os FEs. Piles and beams are simulated using bar FEs with two nodes and six degrees of freedom per node. The radier and pavements are modeled employing plane triangular three-node FEs. In these FEs plate and membrane effects are superposed, totalizing six degrees of freedom per node. FEM/BEM coupling is made by transforming the BEM tractions in nodal reactions in the FEM. Even though specific examples are presented in the theoretical Chapters, a role Chapter is dedicated for demonstrating the formulation accuracy and coverage. In most examples, the results are compared with the ones obtained by other authors.

The numerical simulation of elastic wave propagation in unbounded media is a topical issue. This need arises in a variety of real life engineering problems, from the modelling of railway- or machinery-induced vibrations to the analysis of seismic wave propagation and soil-structure interaction problems. Due to the complexity of the involved geometries and materials behavior, modelling such situations requires sophisticated numerical methods. The Boundary Element method (BEM) is a very effective approach for dynamical problems in spatially-extended regions (idealized as unbounded), especially since the advent of fast BEMs such as the Fast Multipole Method (FMM) used in this work. The BEM is based on a boundary integral formulation which requires the discretization of the only domain boundary (i.e. a surface in 3-D) and accounts implicitly for the radiation conditions at infinity. As a main disadvantage, the BEM leads a priori to a fully-populated and (using the collocation approach) non-symmetrical coefficient matrix, which make the traditional implementation of this method prohibitive for large problems (say O(106) boundary DoFs). Applied to the BEM, the Multi-Level Fast Multipole Method (ML-FMM) strongly lowers the complexity in computational work and memory that hinder the classical formulation, making the ML-FMBEM very competitive in modelling elastic wave propagation. The elastodynamic version of the Fast Multipole BEM (FMBEM), in a form enabling piecewise-homogeneous media, has for instance been successfully used to solve seismic wave propagation problems in a previous work (thesis dissertation of S. Chaillat, ENPC, 2008). This thesis aims at extending the capabilities of the existing frequency-domain elastodynamic FMBEM in two directions. Firstly, the time-harmonic elastodynamic ML-FMBEM formulation has been extended to the case of weakly dissipative viscoelastic media. Secondly, the FMBEM and the Finite Element Method (FEM) have been coupled to take advantage of the versatility of the FEM to model complex geometries and non-linearities while the FM-BEM accounts for wave propagation in the surrounding unbounded medium. In this thesis, we consider two strategies for coupling the FMBEM and the FEM to solve three-dimensional time-harmonic wave propagation problems in unbounded domains. The main idea is to separate one or more bounded subdomains (modelled by the FEM) from the complementary semi-infinite viscoelastic propagation medium (modelled by the FMBEM) through a non-overlapping domain decomposition. Two coupling strategies have been implemented and their performances assessed and compared on several examples

Neste trabalho, é desenvolvido um programa de computador para a análise estática e tridimensional de problemas de interação solo-estrutura. O programa permite considerar várias camadas de solo, cada qual com características físicas diferentes. Sobre este solo, o qual pode conter estacas, podem ser apoiados diversos tipos de estruturas, tais como placas e até um edifício. Todos os materiais considerados são homogêneos, isotrópicos, elásticos e lineares. O solo tridimensional é modelado com o método dos elementos de contorno (MEC), empregando as soluções fundamentais de Kelvin e uma técnica alternativa na consideração do maciço não-homogêneo. Esta técnica, que é uma contribuição original deste trabalho, é baseada no relacionamento das soluções fundamentais de deslocamento dos diferentes domínios, permitindo que sejam analisados como um único sólido sem a necessidade de equações de equilíbrio e compatibilidade. Isso reduz o sistema de equações final e melhora a precisão dos resultados, conforme comprovado nos exemplos apresentados. Para reduzir o custo computacional sem prejudicar a precisão dos resultados, é utilizada uma malha de elementos de contorno infinitos (ECI) nas bordas da malha de ECs para modelar o comportamento das variáveis de campo em longas distâncias. A formulação do ECI mapeado utilizado é outra contribuição original deste trabalho, sendo baseado em um EC triangular. É demonstrado por meio de exemplos que tal formulação é eficiente para a redução de malha, contribuindo de forma significativa na redução do custo computacional. Todas as estruturas que interagem com o solo, incluindo as de fundação, são simuladas empregando o método dos elementos finitos (MEF). Cada estaca é modelada como uma linha de carga empregando um único elemento finito com 14 parâmetros nodais, o qual utiliza funções de forma do quarto grau para aproximar os deslocamentos horizontais, do terceiro grau para as forças horizontais e deslocamentos verticais, do segundo grau para as forças cisalhantes verticais e constantes para as reações da base. Este elemento é empregado em outros trabalhos, no entanto os autores utilizam as soluções fundamentais de Mindlin na consideração da presença da estaca no solo. Desta forma, a formulação desenvolvida neste trabalho com as soluções fundamentais de Kelvin pode ser considerada mais uma contribuição original. No edifício, que pode incluir um radier como estrutura de fundação, são utilizados dois tipos de EFs. Os pilares e vigas são simulados com elementos de barra, os quais possuem dois nós e seis graus de liberdade por nó. As lajes e o radier são modelados empregando elementos planos, triangulares e com três nós. Nestes EFs triangulares são superpostos efeitos de membrana e flexão, totalizando também seis graus de liberdade por nó. O acoplamento MEC/MEF é feito transformando as cargas de superfície do MEC em carregamentos nodais reativos no MEF. Além de exemplos específicos nos Capítulos teóricos, um Capítulo inteiro é dedicado a demonstrar a abrangência e precisão da formulação desenvolvida, comparando-a com resultados de outros autores. / In this work, a computer code is developed for the static analysis of three-dimensional soil-structure interaction problems. The program allows considering a layered soil, which may contain piles. This soil may support several structures, such as shells or even an entire building. All materials are considered homogeneous, isotropic, elastic and linear. The three-dimensional soil is modeled with the boundary element method (BEM), employing Kelvin fundamental solutions and an alternative multi-region technique. This technique, which is an original contribution of this work, is based on relating the displacement fundamental solution of the different domains, allowing evaluating them as an unique solid and not requiring compatibility or equilibrium equations. In such a way, the final system of equations is reduced and more accurate results are obtained, as demonstrated in the presented examples. In order to reduce the computational cost maintaining the accuracy, an infinite boundary element (IBE) mesh is employed at the BE mesh limits to model the far field behavior. The mapped IBE utilized, based on a triangular EC, is another original contribution of this work. In the presented examples it is demonstrated that this IBE formulation is efficient for mesh reduction, implying on a significant computational cost reduction. All structures that interact with the soil, including the foundations, are simulated with de finite element method (FEM). The piles are modeled using a one-dimensional 14 parameter finite element, with forth degree shape functions for horizontal displacement approximation, third degree shape functions for horizontal forces and vertical displacement, second degree shape functions for vertical share force, and constant for the base reaction. This element is employed in other works, however the authors utilize Mindlin fundamental solutions for the pile presence consideration in the soil. In such a way, the formulation developed in this work with Kelvin fundamental solutions may be considered one more original contribution. The building, which may include a radier as a foundation structure, is modeled using two types os FEs. Piles and beams are simulated using bar FEs with two nodes and six degrees of freedom per node. The radier and pavements are modeled employing plane triangular three-node FEs. In these FEs plate and membrane effects are superposed, totalizing six degrees of freedom per node. FEM/BEM coupling is made by transforming the BEM tractions in nodal reactions in the FEM. Even though specific examples are presented in the theoretical Chapters, a role Chapter is dedicated for demonstrating the formulation accuracy and coverage. In most examples, the results are compared with the ones obtained by other authors.

Lineare hyperbolische partielle Differentialgleichungen in homogenen Medien, beispielsweise die Wellengleichung, die die Ausbreitung und die Streuung akustischer Wellen beschreibt, können im Zeitbereich mit Hilfe von Randintegralgleichungen formuliert werden. Im ersten Hauptteil dieser Arbeit stellen wir eine effiziente Möglichkeit vor, numerische Approximationen solcher Gleichungen zu implementieren, wenn das Huygens-Prinzip nicht gilt. Wir nutzen die Faltungsquadraturmethode für die Zeitdiskretisierung und eine Galerkin-Randelement-Methode für die Raumdiskretisierung. Mit der Faltungsquadraturmethode geht eine diskrete Faltung der Faltungsgewichte mit der Randdichte einher. Bei Gültigkeit des Huygens-Prinzips konvergieren die Gewichte exponentiell gegen null, sofern der Index hinreichend groß ist. Im gegenteiligen Fall, das heißt bei geraden Raumdimensionen oder wenn Dämpfungseffekte auftreten, kann kein Verschwinden der Gewichte beobachtet werden. Das führt zu Schwierigkeiten bei der effizienten numerischen Behandlung. Im ersten Hauptteil dieser Arbeit zeigen wir, dass die Kerne der Faltungsgewichte in gewisser Weise die Fundamentallösung im Zeitbereich approximieren und dass dies auch zutrifft, wenn beide bezüglich der räumlichen Variablen abgeleitet werden. Da die Fundamentallösung zudem für genügend große Zeiten, etwa nachdem die Wellenfront vorbeigezogen ist, glatt ist, schließen wir Gleiches auch in Bezug auf die Faltungsgewichte, die wir folglich mit hoher Genauigkeit und wenigen Interpolationspunkten interpolieren können. Darüber hinaus weisen wir darauf hin, dass zur weiteren Einsparung von Speicherkapazitäten, insbesondere bei Langzeitexperimenten, der von Schädle et al. entwickelte schnelle Faltungsalgorithmus eingesetzt werden kann. Wir diskutieren eine effiziente Implementierung des Problems und zeigen Ergebnisse eines numerischen Langzeitexperimentes. Im zweiten Hauptteil dieser Arbeit beschäftigen wir uns mit Transmissionsproblemen der Wellengleichung im Freiraum. Solche Probleme werden gewöhnlich derart behandelt, dass der Freiraum, wenn nötig durch Einführen eines künstlichen Randes, in ein unbeschränktes Außengebiet und ein beschränktes Innengebiet geteilt wird mit dem Ziel, eventuelle Inhomogenitäten oder Nichtlinearitäten des Materials vollständig im Innengebiet zu konzentrieren. Wir werden eine Lösungsstrategie vorstellen, die es erlaubt, die aus der Teilung resultierenden Teilprobleme so weit wie möglich unabhängig voneinander zu behandeln. Die Kopplung der Teilprobleme erfolgt über Transmissionsbedingungen, die auf dem ihnen gemeinsamen Rand vorgegeben sind. Wir diskutieren ein Kopplungsverfahren, das auf verschiedene Diskretisierungsschemata für das Innen- und das Außengebiet zurückgreift. Wir werden insbesondere ein explizites Verfahren im Innengebiet einsetzen, im Gegensatz zum Außengebiet, bei dem wir ein auf ein Mehrschrittverfahren beruhendes Faltungsquadraturverfahren nutzen. Die Kopplung erfolgt nach der Strategie von Johnson und Nédélec, bei der die direkte Randintegralmethode zum Einsatz kommt. Diese Strategie führt auf ein unsymmetrische System. Wir analysieren das diskrete Problem hinsichtlich Stabilität und Konvergenz und unterstreichen die Einsatzfähigkeit des Kopplungsalgorithmus mit der Durchführung numerischer Experimente.

De nombreux phénomènes physiques peuvent être étudiés au moyen de modélisations et de simulations numériques, courantes dans les applications scientifiques. Pour être calculable sur un ordinateur, des techniques de discrétisation appropriées doivent être considérées, conduisant souvent à un ensemble d’équations linéaires dont les caractéristiques dépendent des techniques de discrétisation. D’un côté, la méthode des éléments finis conduit généralement à des systèmes linéaires creux, tandis que les méthodes des éléments finis de frontière conduisent à des systèmes linéaires denses. La taille des systèmes linéaires en découlant dépend du domaine où le phénomène physique étudié se produit et tend à devenir de plus en plus grand à mesure que les performances des infrastructures informatiques augmentent. Pour des raisons de robustesse numérique, les techniques de solution basées sur la factorisation de la matrice associée au système linéaire sont la méthode de choix utilisée lorsqu’elle est abordable. A cet égard, les méthodes hiérarchiques basées sur de la compression de rang faible ont permis une importante réduction des ressources de calcul nécessaires pour la résolution de systèmes linéaires denses au cours des deux dernières décennies. Pour les systèmes linéaires creux, leur utilisation reste un défi qui a été étudié à la fois par la communauté des matrices hiérarchiques et la communauté des matrices creuses. D’une part, la communauté des matrices hiérarchiques a d’abord exploité la structure creuse du problème via l’utilisation de la dissection emboitée. Bien que cette approche bénéficie de la structure hiérarchique qui en résulte, elle n’est pas aussi efficace que les solveurs creux en ce qui concerne l’exploitation des zéros et la séparation structurelle des zéros et des non-zéros. D’autre part, la factorisation creuse est accomplie de telle sorte qu’elle aboutit à une séquence d’opérations plus petites et denses, ce qui incite les solveurs à utiliser cette propriété et à exploiter les techniques de compression des méthodes hiérarchiques afin de réduire le coût de calcul de ces opérations élémentaires. Néanmoins, la structure hiérarchique globale peut être perdue si la compression des méthodes hiérarchiques n’est utilisée que localement sur des sous-matrices denses. Nous passons en revue ici les principales techniques employées par ces deux communautés, en essayant de mettre en évidence leurs propriétés communes et leurs limites respectives, en mettant l’accent sur les études qui visent à combler l’écart qui les séparent. Partant de ces observations, nous proposons une classe d’algorithmes hiérarchiques basés sur l’analyse symbolique de la structure des facteurs d’une matrice creuse. Ces algorithmes s’appuient sur une information symbolique pour grouper les inconnues entre elles et construire une structure hiérarchique cohérente avec la disposition des non-zéros de la matrice. Nos méthodes s’appuient également sur la compression de rang faible pour réduire la consommation mémoire des sous-matrices les plus grandes ainsi que le temps que met le solveur à trouver une solution. Nous comparons également des techniques de renumérotation se fondant sur des propriétés géométriques ou topologiques. Enfin, nous ouvrons la discussion à un couplage entre la méthode des éléments finis et la méthode des éléments finis de frontière dans un cadre logiciel unique. / Many physical phenomena may be studied through modeling and numerical simulations, commonplace in scientific applications. To be tractable on a computer, appropriated discretization techniques must be considered, which often lead to a set of linear equations whose features depend on the discretization techniques. Among them, the Finite Element Method usually leads to sparse linear systems whereas the Boundary Element Method leads to dense linear systems. The size of the resulting linear systems depends on the domain where the studied physical phenomenon develops and tends to become larger and larger as the performance of the computer facilities increases. For the sake of numerical robustness, the solution techniques based on the factorization of the matrix associated with the linear system are the methods of choice when affordable. In that respect, hierarchical methods based on low-rank compression have allowed a drastic reduction of the computational requirements for the solution of dense linear systems over the last two decades. For sparse linear systems, their application remains a challenge which has been studied by both the community of hierarchical matrices and the community of sparse matrices. On the one hand, the first step taken by the community of hierarchical matrices most often takes advantage of the sparsity of the problem through the use of nested dissection. While this approach benefits from the hierarchical structure, it is not, however, as efficient as sparse solvers regarding the exploitation of zeros and the structural separation of zeros from non-zeros. On the other hand, sparse factorization is organized so as to lead to a sequence of smaller dense operations, enticing sparse solvers to use this property and exploit compression techniques from hierarchical methods in order to reduce the computational cost of these elementary operations. Nonetheless, the globally hierarchical structure may be lost if the compression of hierarchical methods is used only locally on dense submatrices. We here review the main techniques that have been employed by both those communities, trying to highlight their common properties and their respective limits with a special emphasis on studies that have aimed to bridge the gap between them. With these observations in mind, we propose a class of hierarchical algorithms based on the symbolic analysis of the structure of the factors of a sparse matrix. These algorithms rely on a symbolic information to cluster and construct a hierarchical structure coherent with the non-zero pattern of the matrix. Moreover, the resulting hierarchical matrix relies on low-rank compression for the reduction of the memory consumption of large submatrices as well as the time to solution of the solver. We also compare multiple ordering techniques based on geometrical or topological properties. Finally, we open the discussion to a coupling between the Finite Element Method and the Boundary Element Method in a unified computational framework.

La simulation numérique de la propagation d'ondes sismiques est un besoin actuel, par exemple pour modéliser les vibrations induites dans les sols par le trafic ferroviaire ou pour analyser la propagation d'ondes sismiques ou l'interaction sol-structure. La modélisation de ce type de problèmes est complexe et nécessite l'utilisation de méthodes numériques avancées. La méthode des éléments de frontière (boundary element method, BEM) est une méthode très efficace pour la solution de problèmes de dynamique dans des régions étendues (idéalisées comme non-bornées), en particulier après le développement des méthodes BEM accélérées par multipôle rapide (Fast Multipole Method, FMM), la méthode utilisée dans ce travail de thèse. La BEM est basée sur une formulation intégrale qui nécessite de discrétiser uniquement la frontière du domaine (i.e. une surface en 3-D) et prend implicitement en compte les conditions de radiation à l'infini. En revanche, la BEM nécessite la résolution d'un système linéaire dont la matrice est pleine et (pour la formulation par collocation de la BEM) non-symétrique. Cette méthode est donc trop onéreuse pour des problèmes de grandes dimensions (par exemple O(106) DDLs). L'application à la BEM de la méthode multipôle rapide multi-niveaux (multi-level fast multipole method, ou ML-FMM diminue considérablement la complexité et les besoins de mémoire affectant les formulations BEM classiques, rendant la BEM très compétitive pour modéliser la propagation des ondes élastiques. La version élastodynamique de la ML-FMBEM, dans une forme étendue aux domaines homogènes par morceaux, a par exemple été appliquée avec succès dans un travail précédent (thèse S. Chaillat, ENPC, 2008) pour résoudre les problèmes de propagation des ondes sismiques. Cette thèse vise a développer les capacités de la version élastodynamique fréquentielle de la ML-FMBEM dans deux directions. Premièrement, la formulation de la ML-FMBEM a été étendue au cas de matériaux viscoélastiques linéaires faiblement dissipatifs. Deuxièmement, la ML-FMBEM et la méthode des éléments finis (finite element method, FEM) ont été couplées afin de permettre la résolution de problèmes plus compliqués. En effet, le couplage FEM/FMBEM permet de profiter d'un côté de la flexibilité de la FEM pour la modélisation de structures de géométrie complexe ou présentant des non-linéarités de comportement, de l'autre côté de la prise en compte naturelle par la ML-FMBEM des ondes se propageant dans un milieu étendu et rayonnant à l'infini. De nouvelles perspectives d'application (par exemple prise en compte d'hétérogénéités, non-linéarités de comportement) sont ainsi ouvertes. Dans cette thèse, nous avons considéré deux stratégies pour coupler la FMBEM et la FEM avec l'objectif de résoudre les problèmes tridimensionnels de propagation des ondes harmoniques dans le temps et dans des domaines non-bornés. L'idée principale consiste à séparer une ou plusieurs sous-régions pouvant contenir des structures complexes, de fortes hétérogénéités ou des non-linéarités (modélisées au moyen de la FEM) du milieu propagatif complémentaire semi-infini et (visco-) élastique (modélisé au moyen de la FMBEM). Cette séparation est effectuée au moyen d'une décomposition de domaines sans recouvrement. Le deux approches proposées ont été mises en oeuvre, et une série d'expérimentations numériques a été effectuée pour les évaluer et les comparer / The numerical simulation of elastic wave propagation in unbounded media is a topical issue. This need arises in a variety of real life engineering problems, from the modelling of railway- or machinery-induced vibrations to the analysis of seismic wave propagation and soil-structure interaction problems. Due to the complexity of the involved geometries and materials behavior, modelling such situations requires sophisticated numerical methods. The Boundary Element method (BEM) is a very effective approach for dynamical problems in spatially-extended regions (idealized as unbounded), especially since the advent of fast BEMs such as the Fast Multipole Method (FMM) used in this work. The BEM is based on a boundary integral formulation which requires the discretization of the only domain boundary (i.e. a surface in 3-D) and accounts implicitly for the radiation conditions at infinity. As a main disadvantage, the BEM leads a priori to a fully-populated and (using the collocation approach) non-symmetrical coefficient matrix, which make the traditional implementation of this method prohibitive for large problems (say O(106) boundary DoFs). Applied to the BEM, the Multi-Level Fast Multipole Method (ML-FMM) strongly lowers the complexity in computational work and memory that hinder the classical formulation, making the ML-FMBEM very competitive in modelling elastic wave propagation. The elastodynamic version of the Fast Multipole BEM (FMBEM), in a form enabling piecewise-homogeneous media, has for instance been successfully used to solve seismic wave propagation problems in a previous work (thesis dissertation of S. Chaillat, ENPC, 2008). This thesis aims at extending the capabilities of the existing frequency-domain elastodynamic FMBEM in two directions. Firstly, the time-harmonic elastodynamic ML-FMBEM formulation has been extended to the case of weakly dissipative viscoelastic media. Secondly, the FMBEM and the Finite Element Method (FEM) have been coupled to take advantage of the versatility of the FEM to model complex geometries and non-linearities while the FM-BEM accounts for wave propagation in the surrounding unbounded medium. In this thesis, we consider two strategies for coupling the FMBEM and the FEM to solve three-dimensional time-harmonic wave propagation problems in unbounded domains. The main idea is to separate one or more bounded subdomains (modelled by the FEM) from the complementary semi-infinite viscoelastic propagation medium (modelled by the FMBEM) through a non-overlapping domain decomposition. Two coupling strategies have been implemented and their performances assessed and compared on several examples

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