Tesi sul tema "Limit analysis"
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1
BARROS, GUILHERME COELHO GOMES. "TOPOLOGY OPTIMIZATION CONSIDERING LIMIT ANALYSIS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2017. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=29908@1.
Testo completoAbstract (sommario):
PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Este trabalho apresenta uma formulação puramente baseada em plasticidade para ser aplicada à otimização topológica. A principal ideia da otimização topológica em mecânica dos sólidos é encontrar a distribuição de material dentro do domínio de forma a otimizar uma medida de performance e satisfazer um conjunto de restrições. Uma possibilidade é minimizar a flexibilidade da estrutura satisfazendo que o volume seja menor do que um determinado valor. Essa é a formulação clássica da otimização topológica, que é vastamente utilizada na literatura. Não obstante fornecer resultados interessantes, condições adicionais devem ser levadas em consideração para viabilizar sua aplicação prática. O projeto estrutural aborda dois aspectos principais: (i) a estrutura não deve colapsar, suportando os carregamentos aplicados (critério de segurança); e (ii) deverá se sujeitar a um valor máximo aceitável de deformação (critério de aceitabilidade). Consequentemente, a otimização topológica clássica deve ser modificada de forma a encontrar a distribuição de material correspondente ao menor volume possível tal que o critério de segurança seja verificado. O referido critério de segurança pode ser definido como limitar as tensões elásticas ao critério de plastificação em todo o domínio. Esta definição resultou em um novo ramo de pesquisa: a otimização topológica com restrições de tensões. Por outro lado, entende-se que o projeto estrutural plástico é preferível quando um projeto ótimo é almejado, uma vez que permite um maior aproveitamento da resistência do material. Dessa forma, este trabalho aborda a incorporação do projeto estrutural plástico à otimização topológica como método mais vantajoso do que a otimização topológica clássica e a com restrições de tensões. A formulação proposta é uma extensão da análise limite, que fornece uma estimativa da carga de colapso de uma estrutura diretamente por meio da programação matemática, assegurando a eficiência computacional da metodologia proposta. De forma a verificar a otimização topológica plástica e comparar a topologia final com as obtidas através da otimização topológica clássica e da com restrição de tensões, são apresentados exemplos numéricos.
This work presents a full plastic formulation to be applied within topology optimization. The main idea of topology optimization in solid mechanics is to find the material distribution within the domain so that it optimizes a performance measure and satisfies a set of constraints. One might seek to minimize the compliance satisfying that the volume is less than a given value. The aforementioned formulation is the standard topology optimization which has been used widely in literature. Although it provides interesting results, additional requirements must be taken into account when practical application is concerned. Structures are designed considering two main aspects: (i) the structure must not collapse, supporting the applied loads (safety criterion); and (ii) its displacements must be lower than a prescribed bound (serviceability criterion). Consequently, the standard formulation shall be modified, finding the material distribution corresponding to the minimum volume such that the safety criterion is met. Said safety criterion may be defined as restraining the elastic stresses to the yield criterion in the entire domain. This definition has resulted in a new branch in this research field: the stress constrained topology optimization. On the other hand, it is understood that the plastic design criterion is preferable when optimization is intended, since it fully exploits the material strength. Therefore, this work addresses the incorporation of the plastic design criterion into topology optimization as a more advantageous method than standard and stress constrained topology optimization methods. The proposed formulation is an extension of limit analysis, which provides an estimative of the collapse load of a structure directly through mathematical programming, ensuring computational efficiency to the proposed methodology. Lastly, numerical examples are shown to verify plastic topology optimization and the final topology is compared with those provided by standard and stress constrained topology optimization methods.
2
Rabiei, Nima. "Decomposition techniques for computational limit analysis". Doctoral thesis, Universitat Politècnica de Catalunya, 2014. http://hdl.handle.net/10803/284217.
Testo completoAbstract (sommario):
Limit analysis is relevant in many practical engineering areas such as the design of mechanical structure or the analysis of soil mechanics. The theory of limit analysis assumes a rigid, perfectly-plastic material to model the collapse of a solid that is subjected to a static load distribution.
Within this context, the problem of limit analysis is to consider a continuum that is subjected to a fixed force distribution consisting of both volume and surfaces loads. Then the objective is to obtain the maximum multiple of this force distribution that causes the collapse of the body. This multiple is usually called collapse multiplier. This collapse multiplier can be obtained analytically by solving an infinite dimensional nonlinear optimisation problem. Thus the computation of the multiplier requires two steps, the first step is to discretise its corresponding analytical problem by the introduction of finite dimensional spaces and the second step is to solve a nonlinear
optimisation problem, which represents the major difficulty and challenge in the numerical solution process.
Solving this optimisation problem, which may become very large and computationally expensive in three dimensional problems, is the second important step. Recent techniques have allowed scientists to determine upper and lower bounds of the load factor under which the structure will collapse. Despite the attractiveness of these results, their application to practical examples is still hampered by the size of the resulting optimisation process. Thus a remedy to this is the use of decomposition methods and to parallelise the corresponding optimisation problem.
The aim of this work is to present a decomposition technique which can reduce the memory requirements and computational cost of this type of problems. For this purpose, we exploit the important feature of the underlying optimisation problem: the objective function contains one scaler variable. The main contributes of the thesis are, rewriting the constraints of the problem as the intersection of appropriate sets, and proposing efficient algorithmic strategies to iteratively solve the decomposition algorithm.El análisis en estados límite es una herramienta relente en muchas aplicaciones de la ingeniería como por ejemplo en el análisis de estructuras o en mecánica del suelo. La teoría de estados límite asume un material rígido con plasticidad perfecta para modelar la capacidad portante y los mecanismos de derrumbe de un sólido sometido a una distribución de cargas estáticas. En este contexto, el problema en estados límite considera el continuo sometido a una distribución de cargas, tanto volumétricas como de superficie, y tiene como objetivo hallar el máximo multiplicador de la carga que provoca el derrumbe del cuerpo. Este valor se conoce como el máximo factor de carga, y puede ser calculado resolviendo un problema de optimización no lineal de dimensión infinita. Desde el punto de vista computacional, se requieren pues dos pasos: la discretización del problema analítico mediante el uso de espacios de dimensión finita, y la resolución del problema de optimización resultante. Este último paso representa uno de los mayores retos en el proceso del cálculo del factor de carga. El problema de optimización mencionado puede ser de gran tamaño y con un alto coste computacional, sobretodo en el análisis límite tridimensional. Técnicas recientes han permitido a investigadores e ingenieros determinar cotas superiores e inferiores del factor de carga. A pesar del atractivo de estos resultados, su aplicación práctica en ejemplos realistas está todavía obstaculizada por el tamaño del problema de optimización resultante. Posibles remedios a este obstáculo son el diseño de técnicas de descomposición y la paralelizarían del problema de optimización. El objetivo de este trabajo es presentar una técnica de descomposición que pueda reducir los requerimientos y el coste computacional de este tipo de problemas. Con este propósito, se explotan una propiedad importante del problema de optimización: la función objetivo contiene una único escalar (el factor de carga). La contribución principal de la tesis es el replanteamiento del problema de optimización como la intersección de dos conjuntos, y la propuesta de un algoritmo eficiente para su resolución iterativa.
3
Fishwick, Rupert John. "Limit analysis of rigid block structures". Thesis, University of Portsmouth, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.310412.
Testo completo
4
PACHAS, MAURO ARTEMIO CARRION. "LIMIT ANALYSIS WITH LARGE SCALE OPTIMIZER AND RELIABILITY ANALYSIS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2009. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=31860@1.
Testo completoAbstract (sommario):
PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCOORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
PROGRAMA DE EXCELENCIA ACADEMICA
O presente trabalho tem por objetivo desenvolver um otimizador eficiente de grande escala, que permita a aplicabilidade prática da Análise Limite Numérica pelo MEF, para resolver problemas reais da Engenharia Geotécnica. Para isto, foi desenvolvido um otimizador para o programa GEOLIMA (GEOtechnical LIMit Analysis) (Carrión, 2004) baseado no algoritmo de Pontos Interiores, computacionalmente mais eficiente que os otimizadores comerciais existentes. Pelo fato das propriedades do solo serem de natureza aleatória, a possibilidade de aplicar Análise de Confiabilidade com a Análise Limite pelo método FORM em problemas geotécnicos é pesquisada também. Sendo a grande vantagem do método FORM a possibilidade de se aplicar para funções de falha quaisquer e variáveis com distribuição quaisquer. Inicialmente, são apresentados os fundamentos da teoria de Análise Limite e sua formulação numérica pelo MEF (Método dos Elementos Finitos). A seguir, é investigada a possibilidade de se usar otimizadores comerciais para resolver o problema matemático resultante da aplicação de Análise Limite com o MEF e são descritos os fundamentos teóricos do otimizador implementado baseado no algoritmo de Pontos Interiores. Um resumo dos fundamentos teóricos da Análise de Confiabilidade é apresentado. É descrito o processo de cálculo pelo método FORM e dois exemplos de aplicação são realizados. Finalmente, análises de diferentes problemas resolvidos com o otimizador implementado são apresentados indicando o grande potencial da Análise Limite Numérica, na solução de problemas reais da Engenharia Geotécnica.
This work has, as its main objective, the development of an efficient and large scale optimizer, that allows the practical application of Numerical Limit Analysis (NLA) with Finite Element Method (FEM) to solve real problems in Geotechnical Engineering. For that purpose, an optimizer was developed for GEOLIMA (GEOtechnical LIMit Analysis) program (Carrión, 2004), based on Interior Points algorithm, computationally more efficient than the existing commercial optimizers. Due to the fact that soils have random properties, the possibility to apply Reliability Analysis with Limit Analysis using the FORM method was also investigated. Initially, Limit Analysis theory was presented together with its numerical formulation using the FEM. In sequence, the use of commercial optimizers was investigated in order to solve the resulting mathematical problem. Subsequently, the theorical foundations of the developed optimizer, based on the Interior Points algorithm were described. A summary of Reliability Analysis was also presented together with a description of computational procedures using FORM and two examples were developed. Finally, analyses of different problems solved with developed optimizer were presented. The obtained results demonstrated the great potential of Numerical Limit Analysis (NLA), in the solution of real problems in Geotechnical Engineering.
5
Liu, Ying, e 劉影. "Limit equilibrium methods for slope stability analysis". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2002. http://hub.hku.hk/bib/B42576684.
Testo completo
6
Li, Haorong 1969. "Preliminary forming limit analysis for advanced composites". Thesis, Massachusetts Institute of Technology, 1994. http://hdl.handle.net/1721.1/37741.
Testo completo
7
Ahmed, Husham. "Limit analysis of structures : novel computational techniques". Thesis, University of Sheffield, 2005. http://etheses.whiterose.ac.uk/14871/.
Testo completoAbstract (sommario):
Compared with elastic deformation analysis techniques, limit analysis methods that are amenable to computerization have yet to reach the same level of development. Yet such work has important practical value. The present work is primarily concerned with the development of a general model for the limit analysis of reinforced concrete (RC) and masonry structures. A novel limit analysis method for RC slabs and bridge decks that overcomes the problems encountered by previous workers ill this field has been developed. Ultimate load analyses have been carried out by discretizing the slab deck into a large number of rigid elements. Novel mathematical rules to describe how adjacent elements should interact with each other have been used in the formation of the requisite Linear Programming (LP) tableau. Appropriate state-of-the-art algorithms have been employed to solve the underlying linear programming problem. The results obtained agree quite well with known exact solutions for various different slab configurations, boundary conditions and loading arrangements. An attempt to obtain a rigorous upper-bound solution (i.e. satisfying kinematical admissibility criteria) using the method ability to identify sensible failure patterns has also been made, and rigorous upper-bound solutions have been obtained for a number of problems. In the context of masonry structures, a new computational limit analysis procedure for rigid block assemblages comprising non-associative frictional interfaces has been developed in this thesis. The procedure involves the successive solution of simple LP sub-problems. Behaviour of a contact in each sub-problem is governed by a Mohr-Coulomb failure surface with an effective cohesion intercept and an initially negative angle of friction. Both these parameters are updated at each iteration by referring to the real problem, with the angle of friction also being successively relaxed towards zero (thereby implying zero dilatancy). The procedure has been applied to a wide variety of example problems, including benchmark problems from the literature and also to much larger problems. For one such problem contained in the literature, it has been found that the load factor computed using the proposed procedure was virtually identical to that computed previously but this has been obtained two orders of magnitude more quickly. Recent developments to the RING cornputational limit analysis software for masonry arch bridges are also described (non-associative friction, gross-displacement analysis features). A number of examples of local authority bridge problems are reassessed in the light of the new features. The new version of RING (version 1.5) has been found to be much faster with execution speeds up to 200 times faster than the previous version.
8
Liu, Ying. "Limit equilibrium methods for slope stability analysis". Click to view the E-thesis via HKUTO, 2002. http://sunzi.lib.hku.hk/hkuto/record/B42576684.
Testo completo
9
Vasquez, Elizabeth Danielle. "Designing anisotropic friction through limit curve analysis". Thesis, Massachusetts Institute of Technology, 2019. https://hdl.handle.net/1721.1/123249.
Testo completoAbstract (sommario):
Thesis: S.B., Massachusetts Institute of Technology, Department of Mechanical Engineering, 2019Cataloged from PDF version of thesis.
Includes bibliographical references (page 26).
Friction is an essential component of robotic manipulation which is highly dependent on contact surfaces. In practical applications, these surfaces are often anisotropic, a property that has been known to produce interesting movements in nature and uncertainty in human applications. Therefore, control of anisotropic frictional surfaces could result in more precise movement in manipulation, locomotion, and other facets touched by frictional contact. To arrive at such controllability, frictional force was collected across a spectrum of anisotropic micro-textures, and a limit curve was generated. Experimental data was analyzed in accordance to friction laws such as limit curve and maximum-inequality principle (MPI). Qualitative observation and residual sum of squares (RSS) was used to detect lack of normality and non-convexity within each limit curve. This lack of both normality and convexity contradicts MPI and suggests that an alternative model is necessary. Additionally, the anisotropic frictional behaviors observed advances the feasibility of "designing" micro-textures capable of controllable anisotropic friction.
by Elizabeth Danielle Vasquez.
S.B.
S.B. Massachusetts Institute of Technology, Department of Mechanical Engineering
10
Bourne-Webb, Peter John. "Ultimate limit state analysis of embedded retaining walls". Thesis, Imperial College London, 2004. http://hdl.handle.net/10044/1/7862.
Testo completo
11
PACHAS, MAURO ARTEMIO CARRION. "THREE-DIMENSIONAL DETERMINISTIC AND NON DETERMINISTIC LIMIT ANALYSIS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2004. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=5750@1.
Testo completoAbstract (sommario):
PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROO presente trabalho tem como objetivo estudar o comportamento de estruturas geotécnicas mediante o uso de Análise Limite Numérica. Para isto foi desenvolvido o programa GEOLIMA (GEOtechnical LIMit Analysis) com base na teoria de Análise Limite Numérica utilizando o Método de Elementos Finitos (MEF), considerando problemas bidimensionais e tridimensionais. Devido ao fato das propriedades do solo serem variáveis aleatórias, a Análise Não Determinística também foi considerada mediante o uso do Método Estatístico Linear e do Método de Monte Carlo. Inicialmente, são apresentados os fundamentos da teoria de Análise Limite Determinística e sua formulação mista pelo Método de Elementos Finitos. A seguir são apresentados os fundamentos de Análise Não Determinística, onde os métodos Estatístico Linear e Monte Carlo são descritos. As fases de desenvolvimento do GEOLIMA são descritas de forma resumida e a validação é feita mediante a comparação de resultados obtidos com soluções analíticas ou outras soluções. A seguir, uma aplicação em 2D é apresentada com a finalidade de ilustrar a Análise Limite Determinística e Não Determinística mediante o método Estatístico Linear e o método de Monte Carlo. Finalmente, duas aplicações em 3D são apresentadas: um problema relativo à frente de escavação de um túnel e um estudo de painéis de mineração. Os resultados deste trabalho indicam a viabilidade de usar Análise Limite Determinística e Não Determinística no estudo de problemas geotécnicos.
The present work has the purpose of studying the behavior of geotechnical structures by means of numerical analysis. For this, program GEOLIMA (GEOtechnical LIMit Analysis) was developed based on the theory of Numerical Limit Analysis using the Finite Element Method (FEM), considering bidimensional and three-dimensional problems. Due to the fact that the properties of the ground are generally random variables, Non Deterministic Analysis was also considered by means of the Linear Statistical and the Monte Carlo Methods. Initially, the fundamentals of Deterministic Limit Analysis and its mixed formulation are presented. Then, the fundamentals of Non Deterministic Theory are presented, and the Linear Statistic and the Monte Carlo Methods are described. The development phases of GEOLIMA are briefly described. Its validation is made by comparing the results obtained with analytical solutions or other solutions. Following, a 2D application is made with the purpose of illustrating Deterministic and Non Deterministic Limit Analysis. Finally, two 3D applications are presented: a problem related to the excavation of a tunnel front and a problem related to mining panels. The results of this work indicate the viability of using Deterministic and Non Deterministic Limit Analysis in the study of geotechnical problems.
12
Babiker, A. F. A. "Limit analysis using a non-associative flow rule". Thesis, University of Sheffield, 2013. http://etheses.whiterose.ac.uk/5577/.
Testo completo
13
Calhoun, Grayson Ford. "Limit theory for overfit models". Diss., [La Jolla] : University of California, San Diego, 2009. http://wwwlib.umi.com/cr/ucsd/fullcit?p3359804.
Testo completoAbstract (sommario):
Thesis (Ph. D.)--University of California, San Diego, 2009.Title from first page of PDF file (viewed July 23, 2009). Available via ProQuest Digital Dissertations. Vita. Includes bibliographical references (p. 104-109).
14
Dunne, Helen P. "Finite element limit analysis of offshore foundations on clay". Thesis, University of Oxford, 2017. http://ora.ox.ac.uk/objects/uuid:ba9c9beb-e055-4f46-a9f9-b2d10bd292b7.
Testo completoAbstract (sommario):
Capacity analysis is a common preliminary step in the design of offshore foundations. Inaccuracies in traditional capacity analysis methods, and the advancement of numerical modelling capabilities, have increasingly led designers to optimise foundations using more complex methods. In this thesis, the ultimate limit state capacity of a range of foundation types is investigated using finite element limit analysis. Novel three-dimensional finite element limit analysis software is benchmarked against analytical solutions and conventional displacement finite element analysis. It is then used to find lower and upper bounds of foundation capacity, with adaptive mesh refinement used to reduce the bound gap over successive iterations of the solution. Rigid foundations subjected to short term loading on clay soil are analysed. The undrained soil is modelled as a rigid--plastic von Mises material, and attention is given to modelling any normal and/or shear stress limits at the foundation/soil interface. Shallow foundations, suction anchor foundations, and hybrid mudmat/pile foundations are considered. Realistic six degree-of-freedom load combinations are applied and results are reported in the form of normalised design charts, and tables, that are suitable for use in preliminary design. Relationships between loading combinations and failure mechanisms are also explored. A number of case studies based on authentic foundation designs are analysed. The results suggest that finite element limit analysis could provide an attractive alternative to displacement finite element analysis for preliminary foundation design calculations.
15
SANTOS, FERNANDA DANTAS. "LIMIT ANALYSIS AND OPTIMUM DESIGN OF REINFORCED CONCRETE BEAMS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2003. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=4423@1.
Testo completoAbstract (sommario):
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICOÉ apresentada uma metodologia para a determinação da carga de colapso e uma outra para o dimensionamento ótimo em vigas de concreto armado. Para a determinação da carga de colapso a metodologia utiliza a análise limite e o modelo da Treliça Clássica de Mörsch. A formulação do problema é obtida a partir dos teoremas limites de plasticidade, que permitem escrever o problema da análise limite na forma de programação linear (PL) e o programa LINGO é utilizado para resolvê-lo. Para o dimensionamento ótimo o mesmo modelo da treliça de Mörsch é utilizado e a formulação do problema também recai num problema de programação linear que pode ser resolvido pelo programa LINGO. A solução fornece tanto as áreas das armaduras longitudinais como dos estribos. Os exemplos apresentados ilustram a validade e eficiência da formulação proposta. Os resultados obtidos são analisados e comparados com os resultados experimentais e com os obtidos com o uso de outra metodologia. Finalmente são apresentadas as conclusões e sugeridas propostas para trabalhos futuros.
Methodologies for the determination of the collapse load and for the optimal design of concrete beams are presented. For the collapse load determination the methodology makes use of the limit analysis and of the classical truss model of Mörsch. The formulation of the problem is based on the limit theorems of plasticity which allow the limit analysis problem to be expressed as a linear programming problem (LP) which is solved by the program LINGO. For the optimal design, the same truss model of Mörsch is used and the formulation also leads to a linear programming problem which can be solved by the program LINGO. The solution yields both the longitudinal reinforcement and the stirrups. The examples presented illustrate the validity and efficiency of the proposed formulation. The results obtained are analysed and compared to the experimental ones and to those obtained using other methodologies. Finally, conclusions are drawn from the results and suggestions are given for future researches in the field.
16
Visram, Abeed. "Asymptotic limit analysis for numerical models of atmospheric frontogenesis". Thesis, Imperial College London, 2014. http://hdl.handle.net/10044/1/23219.
Testo completoAbstract (sommario):
Accurate prediction of the future state of the atmosphere is important throughout society, ranging from the weather forecast in a few days time to modelling the effects of a changing climate over decades and generations. The equations which govern how the atmosphere evolves have long been known; these are the Navier-Stokes equations, the laws of thermodynamics and the equation of state. Unfortunately the nonlinearity of the equations prohibits analytic solutions, so simplified models of particular flow phenomena have historically been, and continue to be, used alongside numerical models of the full equations. In this thesis, the two-dimensional Eady model of shear-driven frontogenesis (the creation of atmospheric fronts) was used to investigate how errors made in a localised region can affect the global solution. Atmospheric fronts are the boundary of two different air masses, typically characterised by a sharp change in air temperature and wind direction. This occurs across a small length of O(10 km), whereas the extent of the front itself can be O(1000 km). Fronts are a prominent feature of mid-latitude weather systems and, despite their narrow width, are part of the large-scale, global solution. Any errors made locally in the treatment of fronts will therefore affect the global solution. This thesis uses the convergence of the Euler equations to the semigeostrophic equations, a simplified model which is representative of the large-scale flow, including fronts. The Euler equations were solved numerically using current operational techniques. It was shown that highly predictable solutions could be obtained, and the theoretical convergence rate maintained, even with the presence of near-discontinuous solutions given by intense fronts. Numerical solutions with successively increased resolution showed that the potential vorticity, which is a fundamental quantity in determining the large-scale, balanced flow, approached the semigeostrophic limit solution. Regions of negative potential vorticity, indicative of local areas of instability, were reduced at high resolution. In all cases, the width of the front reduced to the grid-scale. While qualitative features of the limit solution were reproduced, a stark contrast in amplitude was found. The results of this thesis were approximately half in amplitude of the limit solution. Some attempts were made at increasing the intensity of the front through spatial- and temporal-averaging. A scheme was proposed that conserves the potential vorticity within the Eady model.
17
Heng, Johnny Wong Liang. "Ultimate limit state analysis of externally post-tensioned structures". Thesis, University of Sheffield, 1997. http://etheses.whiterose.ac.uk/14442/.
Testo completoAbstract (sommario):
The UK Department of Transport (DoT) has recently encouraged the use of externally post-tensioned structures for bridge construction. This is due to the durability problems encountered with the conventional internally bonded post-tensioned structures. However, due to the lack of bond between the concrete and the external tendons, the ultimate strength of these structures cannot be determined by just performing a sectional analysis at the section of maximum moment. Although several recommendations have been made for the ultimate analysis of these structures, none were considered satisfactory here. Hence the purpose of this investigation is to study the flexural behaviour of these structures of all stages up to collapse, and to propose a practical methodology for estimating their ultimate strength. The study introduces eight non-linear analytical models developed for the prediction of the moment vs. deflection response of simply supported externally post-tensioned beams (with and without deviators located along their spans) up to ultimate. The models employ an iterative procedure that involves the application of loads to the structure in increments up to the collapse condition, where the curvature distribution predicted at each loading sequence is used to estimate the stress increase and variation in eccentricity in the external tendons. Second-order effects due to variation in eccentricity of external tendons and frictional behaviour of tendons at the deviators are both taken into account in these models. The eight models were then verified by comparing the results derived from them with reported experimental data, whereby good correlation was obtained. An extensive parametric study was subsequently conducted using the proposed models applied to the various parameters that influence the ultimate behaviour of externally prestressed structures Finally, the recommendations in the codes of practice for the ultimate design of these structures were also investigated here.
18
Hawksbee, Samuel John. "3D ultimate limit state analysis using discontinuity layout optimization". Thesis, University of Sheffield, 2012. http://etheses.whiterose.ac.uk/3944/.
Testo completoAbstract (sommario):
The recently developed discontinuity layout optimization (DLO) procedure uses limit analysis theory to directly obtain upper bounds on plane strain collapse loads of bodies and has successfully been applied to geotechnical problems. In this thesis, a new three-dimensional formulation of DLO is described. The new formulation is capable of directly estimating the collapse load of bodies involving Tresca and Mohr-Coulomb yield criteria, using efficient second order cone programming. The new formulation can be stated in kinematic, energy balance form or static, equilibrium form. The derivation from first principles of both kinematic and equilibrium forms is described, allowing full conceptualization of the DLO procedure. A number of simple benchmark problems are considered, demonstrating that good results can be obtained using the new formulation even when very coarse numerical discretisations are employed. The best reported upper bound for the compression of a purely cohesive block between two perfectly rough platens was improved upon. In DLO, the yield condition is only checked on predefined discontinuities, used to discretize the problem. Consequently, the estimated collapse loads are greater than the ‘exact’ collapse load ( i.e. they are ‘unsafe’). New methods generating continuous stress fields from discontinuous DLO solutions are developed based on the plane strain and three-dimensional equilibrium forms of DLO. These new fields are discretized in plane strain and three-dimensions using solid triangular and tetrahedral elements, respectively. The stress fields are explained in the context of determining alternative ‘lower bound’ forms of solution. An alternative method determining a continuum stress field directly ( i.e. not from a DLO solution) was also developed.
19
Bian, Jian. "Ultimate flexural limit states analysis of prestressed concrete sleeper". Thesis, Queensland University of Technology, 2012. https://eprints.qut.edu.au/63660/1/Jian_Bian_Thesis.pdf.
Testo completoAbstract (sommario):
Railway is one of the most important, reliable and widely used means of transportation, carrying freight, passengers, minerals, grains, etc. Thus, research on railway tracks is extremely important for the development of railway engineering and technologies. The safe operation of a railway track is based on the railway track structure that includes rails, fasteners, pads, sleepers, ballast, subballast and formation. Sleepers are very important components of the entire structure and may be made of timber, concrete, steel or synthetic materials. Concrete sleepers were first installed around the middle of last century and currently are installed in great numbers around the world. Consequently, the design of concrete sleepers has a direct impact on the safe operation of railways.
The "permissible stress" method is currently most commonly used to design sleepers. However, the permissible stress principle does not consider the ultimate strength of materials, probabilities of actual loads, and the risks associated with failure, all of which could lead to the conclusion of cost-ineffectiveness and over design of current prestressed concrete sleepers. Recently the limit states design method, which appeared in the last century and has been already applied in the design of buildings, bridges, etc, is proposed as a better method for the design of prestressed concrete sleepers. The limit states design has significant advantages compared to the permissible stress design, such as the utilisation of the full strength of the member, and a rational analysis of the probabilities related to sleeper strength and applied loads.
This research aims to apply the ultimate limit states design to the prestressed concrete sleeper, namely to obtain the load factors of both static and dynamic loads for the ultimate limit states design equations. However, the sleepers in rail tracks require different safety levels for different types of tracks, which mean the different types of tracks have different load factors of limit states design equations. Therefore, the core tasks of this research are to find the load factors of the static component and dynamic component of loads on track and the strength reduction factor of the sleeper bending strength for the ultimate limit states design equations for four main types of tracks, i.e., heavy haul, freight, medium speed passenger and high speed passenger tracks.
To find those factors, the multiple samples of static loads, dynamic loads and their distributions are needed. In the four types of tracks, the heavy haul track has the measured data from Braeside Line (A heavy haul line in Central Queensland), and the distributions of both static and dynamic loads can be found from these data. The other three types of tracks have no measured data from sites and the experimental data are hardly available. In order to generate the data samples and obtain their distributions, the computer based simulations were employed and assumed the wheel-track impacts as induced by different sizes of wheel flats. A valid simulation package named DTrack was firstly employed to generate the dynamic loads for the freight and medium speed passenger tracks. However, DTrack is only valid for the tracks which carry low or medium speed vehicles. Therefore, a 3-D finite element (FE) model was then established for the wheel-track impact analysis of the high speed track. This FE model has been validated by comparing its simulation results with the DTrack simulation results, and with the results from traditional theoretical calculations based on the case of heavy haul track. Furthermore, the dynamic load data of the high speed track were obtained from the FE model and the distributions of both static and dynamic loads were extracted accordingly. All derived distributions of loads were fitted by appropriate functions. Through extrapolating those distributions, the important parameters of distributions for the static load induced sleeper bending moment and the extreme wheel-rail impact force induced sleeper dynamic bending moments and finally, the load factors, were obtained. Eventually, the load factors were obtained by the limit states design calibration based on reliability analyses with the derived distributions. After that, a sensitivity analysis was performed and the reliability of the achieved limit states design equations was confirmed. It has been found that the limit states design can be effectively applied to railway concrete sleepers.
This research significantly contributes to railway engineering and the track safety area. It helps to decrease the failure and risks of track structure and accidents; better determines the load range for existing sleepers in track; better rates the strength of concrete sleepers to support bigger impact and loads on railway track; increases the reliability of the concrete sleepers and hugely saves investments on railway industries.
Based on this research, many other bodies of research can be promoted in the future. Firstly, it has been found that the 3-D FE model is suitable for the study of track loadings and track structure vibrations. Secondly, the equations for serviceability and damageability limit states can be developed based on the concepts of limit states design equations of concrete sleepers obtained in this research, which are for the ultimate limit states.
20
Odero, Geophrey Otieno Mr. "Limit Cycles and Dynamics of Rumor Models". Digital Commons @ East Tennessee State University, 2013. https://dc.etsu.edu/etd/1236.
Testo completoAbstract (sommario):
This thesis discusses limit cycles and behavior of rumor models. The first part presents the deterministic Daley-Kendall model (DK) with arrivals and departures and comparison of the Susceptibles, Infectives and Removed (SIR) model and the DK model. The second result is a part of the qualitative analysis and the general behavior of extension of the Daley-Kendall model. Here we discuss how the halting rate of spreaders causes the model to change from a stable equilibrium or a stable limit cycle. In the third part we carry out model validation and use both synthetic data and real data sets and fit them to the numerical solutions of the extended Daley-Kendall model. Finally, we find the parameter estimates and standard errors. In this way we shall be able to decide whether the numerical solutions quantifying the relationships between the variables obtained from the qualitative analysis can be accepted as the best description of the data. We discuss sensitivity analysis results and traditional sensitivity functions.
21
Mok, Kit Ying. "Central limit theorem for nonparametric regression under dependent data /". View Abstract or Full-Text, 2003. http://library.ust.hk/cgi/db/thesis.pl?MATH%202003%20MOK.
Testo completo
22
Huerga, Encabo Hector 1989. "Analysis of transcription mechanisms that limit type I interferon responses". Doctoral thesis, Universitat Pompeu Fabra, 2018. http://hdl.handle.net/10803/666035.
Testo completo
23
Trần, Thanh Ngọc. "Limit and shakedown analysis of plates and shells including uncertainties". Doctoral thesis, Universitätsbibliothek Chemnitz, 2008. http://nbn-resolving.de/urn:nbn:de:bsz:ch1-200800256.
Testo completoAbstract (sommario):
The reliability analysis of plates and shells with respect to plastic collapse or to inadaptation is formulated on the basis of limit and shakedown theorems. The loading, the material strength and the shell thickness are considered as random variables. Based on a direct definition of the limit state function, the nonlinear problems may be efficiently solved by using the First and Second Order Reliability Methods (FORM/SORM). The sensitivity analyses in FORM/SORM can be based on the sensitivities of the deterministic shakedown problem. The problem of reliability of structural systems is also handled by the application of a special barrier technique which permits to find all the design points corresponding to all the failure modes. The direct plasticity approach reduces considerably the necessary knowledge of uncertain input data, computing costs and the numerical errorDie Zuverlässigkeitsanalyse von Platten und Schalen in Bezug auf plastischen Kollaps oder Nicht-Anpassung wird mit den Traglast- und Einspielsätzen formuliert. Die Lasten, die Werkstofffestigkeit und die Schalendicke werden als Zufallsvariablen betrachtet. Auf der Grundlage einer direkten Definition der Grenzzustandsfunktion kann die Berechnung der Versagenswahrscheinlichkeit effektiv mit den Zuverlässigkeitsmethoden erster und zweiter Ordnung (FROM/SORM) gelöst werden. Die Sensitivitätsanalysen in FORM/SORM lassen sich auf der Basis der Sensitivitäten des deterministischen Einspielproblems berechnen. Die Schwierigkeiten bei der Ermittlung der Zuverlässigkeit von strukturellen Systemen werden durch Anwendung einer speziellen Barrieremethode behoben, die es erlaubt, alle Auslegungspunkte zu allen Versagensmoden zu finden. Die Anwendung direkter Plastizitätsmethoden führt zu einer beträchtlichen Verringerung der notwendigen Kenntnis der unsicheren Eingangsdaten, des Berechnungsaufwandes und der numerischen Fehler
24
O'Neil, Joshua Robert. "Analysis of periodically-forced turbulence in the rapid distortion limit". Texas A&M University, 2004. http://hdl.handle.net/1969.1/3141.
Testo completoAbstract (sommario):
Rapid Distortion Theory is used to perform calculations of unsteadily-forced initially
isotropic turbulence so that the physics of such flows can be better understood. The
results of these calculations show that there are three distinct regimes of physical behavior
for the kind of turbulence that we are considering: (1) turbulence that is forced
at a relatively low frequency in which the kinetic energy settles down to a constant
value at later times, (2) turbulence that is forced at a slightly higher frequency in
which the kinetic energy value oscillates for a time, but then increases dramatically,
and (3) turbulence that is forced at a relatively high frequency in which the kinetic
energy evolution exhibits a periodic behavior. To better understand the role of the
rapid pressure-strain correlation, these results are also compared to Inertial Model
results for the same set of forcing frequencies. The results of this comparison show
that the rapid pressure plays a key role in determining the stability characteristics of
unsteadily-forced turbulence. The evolution equation for kinetic energy is then used
to propose a model that describes the behavior approximately in terms of a time lag
between applied mean strain and the Reynolds stress. This model suggests that the
different responses under the different frequencies of forcing correspond to different
stress-strain time lags. Overall, then the results indicate that rapid pressure serves to
create a time lag between applied stress and strain, and it is the extent of this time
lag that causes turbulence to respond differently under various frequencies of forcing.
25
Darwich, Wael. "Novel Computational Implementations for Ultimate Limit State Analysis and Design". Thesis, University of Sheffield, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.522049.
Testo completo
26
Baldwin, Richard P. "Aircraft engine reliability analysis using lower confidence limit estimate procedures". Thesis, Monterey, California. Naval Postgraduate School, 1992. http://hdl.handle.net/10945/23522.
Testo completoAbstract (sommario):
Approved for public release; distribution is unlimitedIn this thesis, a spreadsheet model was developed to compute the lower confidence limit (LCL) for the reliability of a complex weapon system using a personal computer. the LCL is an estimate of the lowest reliability a system is expected to have at a given point in time with a given level of confidence. The reliability model is based on a Weibull distribution for the system component failure times. the reliability LCL procedures has been extensively validated and determined to be quite accurate when the expected number of failures is at least 10. This model is capable of supporting :LCL decisions in support of the Component Improvement Program or new weapon system procurement where reliability growth analysis is used as a decision support tool. This procedure also provides program managers and engineers with a method to perform LCL analysis and thereby reduce their dependence on contractor supplied reliability data.
27
SHENG, CHANG PI. "ANALYSIS AND SYNTHESIS OF LIMIT CYCLE FREE RECURSIVE DIGITAL FILTERS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1990. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=14161@1.
Testo completoAbstract (sommario):
Neste trabalho é desenvolvido um método de análise de ciclo limite devido à quantização, à entrada zero, para redes operando com aritmética em ponto flutuante. Condições de inexistência de ciclo limite são facilmente obtidas via cálculo computacional. O método de análise se aplica a redes genéricas de qualquer ordem.
É desenvolvido, em seguida, um método de síntese de redes operando com aritmética em ponto fixo, que são imunes a ciclo limite devido à quantização, à entrada zero, utilizando para isso o conceito de redes estruturalmente passivas. As redes assim sintetizadas apresentam sub-redes estruturalmente LBR ou BR na sua malha de realimentação. São as redes de segunda ordem, sintetizadas pelo método proposto. É provado que algumas dessas redes são também imunes a ciclo limite devido a overflow, à entrada zero e a resposta forçada.This thesis presents a method for analysis of zero-input limit cycles due to quantization, in digital filters realized with floating point arithmetic. Conditions for absence of limit cycles are easily derived by computational calculus. The method of analysis is applicable to generic structures of any order. Following this, a method is presented a method for the synthesis of digital filters realized with fixed point arithmetic, that are free from zero-input limit cycles due to quantization, using the concept of structurally passive networks. The structures synthetized present sub-filters structurally LBR or BR in the feedback loop. Second order structures are synthetized and studied. It is proved that some of these stuctures are also free from zero-input limit cycles due to overflow and stable to forced response.
28
BORGES, LAVINIA MARIA SANABIO ALVES. "FORMULATION AND SOLUTION OF LIMIT ANALYSIS WITH NONLINEAR YIELDING SURFACE". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1991. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=19422@1.
Testo completoAbstract (sommario):
PETRÓLEO BRASILEIRO S. A.CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
O objetivo deste trabalho é apresentar as formulações variações para o problema de análise limite e o desenvolvimento do processo de resolução, que envolve o método dos elementos finitos e as técnicas de programação matemática. As formulações variacionais são apresentadas em três versões: estática, cinemática e mista. Estas formulações são derivadas a partir da proposição das relações constitutivas na forma de pseudo-potenciais conjugados. Esses princípios são discretizados através do método dos elementos finitos. São propostos dois algoritmos iterativos de programação matemática para a solução do problema. Os algoritmos podem ser aplicados tanto para o comportamento plástico descrito por funções de escoamento lineares como não lineares. Nas aplicações numéricas são analisados corpos em estado plano de tensão, deformação e com simetria de revolução.
The aim of this work is to present variational formulations for the limit analysis problem and solution procedures using the finite element method and mathematical programming techniques. The variational formulations are presented in three versions: static, kinematical and mixed. These formulations are derived from the proposition of the constitutive relationship in the form of conjugate pseudopotencials. Finite element discretizations are proposed for each of the three continuous problems. Two iterative mathematical programming algorithms are prosed to solve the problem. These algorithms can be applied to the plastic behavior described by a set of linear or non-linear yield functions. Limit analysis in plane strain, plane stress and axissymetric solids are considered in the numerical examples.
29
Degwitz, Fernando G. (Fernando Guillermo) 1980. "Numerical upper and lower bound limit analysis for braced excavations". Thesis, Massachusetts Institute of Technology, 2004. http://hdl.handle.net/1721.1/30131.
Testo completoAbstract (sommario):
Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2004.Includes bibliographical references (leaves62-63).
This thesis reviews limit theorems and their applications for stability problems in geotechnical engineering. Rigorous numerical solutions of limit analyses can be obtained through finite element discretization of the soil mass and formulation of the limit theorems within a linear programming framework. The current research uses a formulation proposed by Sloan et al. (1988) and extended in a recent Ph.D. thesis by Ukritchon (1998) to include soil-structure interactions. The thesis details the input and output required for numerical limit analysis and presents an example application for the stability of a broad excavation for the MUNI Metro Turnback project in San Francisco. This well documented case study involves a 13 M deep excavation within a deep deposit of May Mud that was supported by an SPTC wall with three levels of cross-lot bracing. The numerical limit analyses calculate factors of safety, FS = 1.03 - 1.36, against basal instability. The factor of safety used in the original design (FS = 1.2) is contained in this range. The results illustrate that numerical limit analysis offers a practical alternative to limit equilibrium methods in evaluating the stability of braced excavations.
by Fernando G. Degwitz.
M.Eng.
30
Trần, Thanh Ngọc. "Limit and shakedown analysis of plates and shells including uncertainties". Doctoral thesis, Bericht ; 2/2008, 2007. https://monarch.qucosa.de/id/qucosa%3A18876.
Testo completoAbstract (sommario):
The reliability analysis of plates and shells with respect to plastic collapse or to inadaptation is formulated on the basis of limit and shakedown theorems. The loading, the material strength and the shell thickness are considered as random variables. Based on a direct definition of the limit state function, the nonlinear problems may be efficiently solved by using the First and Second Order Reliability Methods (FORM/SORM). The sensitivity analyses in FORM/SORM can be based on the sensitivities of the deterministic shakedown problem. The problem of reliability of structural systems is also handled by the application of a special barrier technique which permits to find all the design points corresponding to all the failure modes. The direct plasticity approach reduces considerably the necessary knowledge of uncertain input data, computing costs and the numerical error.Die Zuverlässigkeitsanalyse von Platten und Schalen in Bezug auf plastischen Kollaps oder Nicht-Anpassung wird mit den Traglast- und Einspielsätzen formuliert. Die Lasten, die Werkstofffestigkeit und die Schalendicke werden als Zufallsvariablen betrachtet. Auf der Grundlage einer direkten Definition der Grenzzustandsfunktion kann die Berechnung der Versagenswahrscheinlichkeit effektiv mit den Zuverlässigkeitsmethoden erster und zweiter Ordnung (FROM/SORM) gelöst werden. Die Sensitivitätsanalysen in FORM/SORM lassen sich auf der Basis der Sensitivitäten des deterministischen Einspielproblems berechnen. Die Schwierigkeiten bei der Ermittlung der Zuverlässigkeit von strukturellen Systemen werden durch Anwendung einer speziellen Barrieremethode behoben, die es erlaubt, alle Auslegungspunkte zu allen Versagensmoden zu finden. Die Anwendung direkter Plastizitätsmethoden führt zu einer beträchtlichen Verringerung der notwendigen Kenntnis der unsicheren Eingangsdaten, des Berechnungsaufwandes und der numerischen Fehler.
31
Lamendola, Joel E. "Limit Cycle PIO Analysis With Simultaneously Acting Multiple Asymmetric Saturation". Thesis, Virginia Tech, 1998. http://hdl.handle.net/10919/36767.
Testo completoAbstract (sommario):
Pilot in-the-loop oscillation (PIO) is a phenomenon which occurs due to the dynamic interaction between pilot and aircraft. This detrimental aircraft handling quality appears through a variety of flight conditions and is very difficult to predict. Due to this complex behavior, PIO is not easily eliminated. This report describes a method of PIO analysis that is capable of examining multiple asymmetric nonlinearities acting simultaneously. PIO analyses are performed on a model based on the USAF NT-33A variable stability aircraft with nonlinearities including stick position limiting, elevator deflection limiting, and elevator rate limiting. These analyses involve the use of dual input describing functions which enable the prediction of frequency, amplitude, and mean point of oscillation.Master of Science
32
Almada, Monter Sergio Angel. "Scaling limit for the diffusion exit problem". Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/39518.
Testo completoAbstract (sommario):
A stochastic differential equation with vanishing martingale term is studied. Specifically, given a domain D, the asymptotic scaling properties of both the exit time from the domain and the exit distribution are considered under the additional (non-standard) hypothesis that the initial condition also has a scaling limit. Methods from dynamical systems are applied to get more complete estimates than the ones obtained by the probabilistic large deviation theory.
Two situations are completely analyzed. When there is a unique critical saddle point of the deterministic system (the system without random effects), and when the unperturbed system escapes the domain D in finite time. Applications to these results are in order. In particular, the study of 2-dimensional heteroclinic networks is closed with these results and shows the existence of possible asymmetries. Also, 1-dimensional diffusions conditioned to rare events are further studied using these results as building blocks.
The approach tries to mimic the well known linear situation. The original equation is smoothly transformed into a very specific non-linear equation that is treated as a singular perturbation of the original equation. The transformation provides a classification to all 2-dimensional systems with initial conditions close to a saddle point of the flow generated by the drift vector field. The proof then proceeds by estimates that propagate the small noise nature of the system through the non-linearity. Some proofs are based on geometrical arguments and stochastic pathwise expansions in noise intensity series.
33
Gholami, Ghadikolaei Iraj. "Data analysis of continuous gravitational waves". Phd thesis, Universität Potsdam, 2007. http://opus.kobv.de/ubp/volltexte/2008/1880/.
Testo completoAbstract (sommario):
This thesis describes two main projects; the first one is the optimization of a hierarchical search strategy to search for unknown pulsars. This project is divided into two parts; the first part (and the main part) is the semi-coherent hierarchical optimization strategy. The second part is a coherent hierarchical optimization strategy which can be used in a project like Einstein@Home. In both strategies we have found that the 3-stages search is the optimum strategy to search for unknown pulsars.
For the second project we have developed a computer software for a coherent Multi-IFO (Interferometer Observatory) search. To validate our software, we have worked on simulated data as well as hardware injected signals of pulsars in the fourth LIGO science run (S4). While with the current sensitivity of our detectors we do not expect to detect any true Gravitational Wave signals in our data, we can still set upper limits on the strength of the gravitational waves signals. These upper limits, in fact, tell us how weak a signal strength we would detect. We have also used our software to set upper limits on the signal strength of known isolated pulsars using LIGO fifth science run (S5) data.Diese Dissertation besteht aus zwei Projekten: Im ersten Projekt wird die Optimierung einer hierarchischen Strategie zum Auffinden von 'unbekannten' Pulsaren beschrieben. Der erste Teil besteht dabei aus einer semi-kohärenten und der zweite Teil aus einer kohärenten Optimierungsstrategie, wie sie in Projekten wie Einstein@Home verwendet werden kann. In beiden Ansätzen erwies sich eine 3-Stufensuche als optimale Suchstrategie für 'unbekannte' Pulsare. Für das zweite Projekt entwickelten wir eine Software für eine kohärente Multi-IFO (Interferometer Observatory) Suche. Zum Validieren der Software verwendeten wir sowohl simulierte Daten als auch Hardware induzierte Signale von Pulsaren aus dem vierten 'LIGO Science run' (S4). Wir erwarten nicht, mit der aktuellen Empfindlichkeit unserer Detektoren echte GW- Signale aufzunehmen, können jedoch obere Grenzen für die Stärke der Gravitationswellen-Signale bestimmen. Diese oberen Grenzen geben uns an, wie schwach ein gerade noch detektierbares Signal werden kann. Ferner benutzten wir die Software um eine obere Grenze für bekannte, isolierte Pulsare zu bestimmen, wobei wir Daten aus dem fünften 'LIGO Science run (S5) verwendeten.
34
Tran-Cao, Tri Civil & Environmental Engineering Faculty of Engineering UNSW. "Collapse analysis of block structures in frictional contact". Awarded By:University of New South Wales. Civil & Environmental Engineering, 2009. http://handle.unsw.edu.au/1959.4/44574.
Testo completoAbstract (sommario):
Computing the collapse load and identifying the associated mechanism of block assemblage structures is an important task in historical restoration works. The research in this thesis is to contribute to the modelling and analysis of rigid block structures in dry frictional contact. The models can be applied to various structures such as masonry arches) vaults) domes, walls or piles in heritage buildings. Estimates of the collapse load are made by solving the underlying mathematical programming problems. 2-D and 3-D models are formulated and different contact assumptions (concavity and convexity) are investigated. Both associated and nonassociated flow rules are accounted for. The associative problem can be robustly solved by the bound theorems of classical plasticity theory. However, the result is often not valid. The nonassociated rule which shows up as a complementarity relationship in the governing system is the major challenge of the project. The 3-D model is more difficult to deal with as compared to the 2-D case. Proposed methods are presented to treat the nonlinear 3-D problem (Lorentz cone) by formulating it as a second-order cone problem or by piecewise linearizing the cone as a polyhedral. Various computational methods are proposed to obtain the best upper bound collapse load for the nonassociative model. One method formulates some extended complementarity problems that are able to restrict the domain of the collapse load variable to search for better solutions. The best method uses nonlinear programming) specifically mathematical programming with equilibrium constraints problems) to attempt to directly minimize the collapse load. Some enumerative schemes are also attempted to map out all the nonassociative solutions but proved to be computationally expensive. Various 2-D and 3-D examples are demonstrated for several different types of structures.
35
Alizadeh, Ramin. "A new upper limit on the electron anti-neutrino rest-mass". Thesis, University of Oxford, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.236237.
Testo completo
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Ngo, Ngoc Son Civil & Environmental Engineering Faculty of Engineering UNSW. "Limit and shakedown analyses by the p-version fem". Awarded by:University of New South Wales. Civil and Environmental Engineering, 2005. http://handle.unsw.edu.au/1959.4/23463.
Testo completoAbstract (sommario):
This thesis provides a contribution towards a general procedure for solving robustly and efficiently limit and shakedown analyses of engineering structures within the static approach which has been chosen for its simplicity of implementation. Throughout the thesis, attempts at improving the robustness and efficiency of the computations are presented. Beginning with efforts to prevent volumetric locking, which is a severe shortcoming of traditional low order h-type displacement elements, the investigation proposes the use of the high order p-version of the finite element method. It is shown theoretically and confirmed numerically that this p-method is not only robust in preventing locking, but also provides very accurate results. However, the use of uniformly distributed high order p-elements may be computationally demanding when the size of the problem becomes large. This difficulty is tackled by two main approaches: use of a p-adaptive procedure at the elastic computation stage and use of approximate piecewise linear yield functions. The p-adaptive scheme produces a non-uniform p-distribution and helps to greatly reduce the number of degrees of freedom needed while still guaranteeing the required level of accuracy. The overall gain is that the sizes of the models are reduced significantly and hence also the computational effort. The adoption of piecewise linear yield surfaces helps to further increase the efficiency at the expense of possibly slightly less accurate, but still very acceptable, results. State-of-the-art linear programming solvers based on the very efficient interior point methodology are used. Significant gains in efficiency are achieved. A heuristic, semi-adaptive scheme to piecewise linearize the yield surfaces is then developed to further reduce the size of the underlying optimization problems. The results show additional gains in efficiency. Finally, major conclusions are summarized, and various aspects suitable for further research are highlighted.
37
Shi, Jinhua. "Limit and shakedown analysis of structures by the finite element method". Thesis, University of Strathclyde, 1996. http://oleg.lib.strath.ac.uk:80/R/?func=dbin-jump-full&object_id=21253.
Testo completoAbstract (sommario):
Limit and shakedown analyses are powerful methods in designing pressure vessel components and other engineering structures. With the development of computer technology the use of finite element analysis as an alternative tool for engineering structure design has become ever more increasing. In this thesis the finite element method utilises the novel elastic compensation method to carry out the limit and shakedown analyses on variety engineering structures: nozzles in pressure vessels, plates with a central hole and frame structures. There are two main objectives of the present study. One of them is to conduct limit and shakedown analyses on a series of thick cylinders, nozzle/sphere intersections under internal pressure, plates with a hole and frame structures under multiple loading conditions using the initially developed elastic compensation method based on 2-D solid element models. A comparision of the lower, upper bound limit loads and shakedown solutions is made with the result s available in literature or with new elasto-plastic analyses. The results obtained using the elastic compensation method were found to be of useful accuracy. Another is to further develop the elastic compensation method using generalised yield criteria. Then the procedure is implemented to beam and shell finite elements to calculated limit loads for beam and shell structures. A number of 2-D and 3-D frames were examined using a general yield surface. The obtained results were compared with that of theoretical plastic analysis and with the results available in literature and were found to be in good agreement. Parametric studies of nozzle/sphere intersections and nozzle/cylinder intersections under internal pressure were carried out using Ilyushin's and Ivanov's generalised yield criteria. The results calculated were compared with the solutions obtained using the initially elastic compensation method and with the solutions available in literature and were found to also be in good agreement. The newly developed elastic compensation procedure using generalised yield criteria was found to be more economic and useful in engineering design. From this study, some new design methods based on limit and shakedown loads are proposed for nozzle/sphere intersections and for other engineering structures. The newly developed elastic compensation procedure using generalised yield criteria is highly recommended in structural design for a quick limit load estimation.
38
ARAUJO, LUIZ GONZAGA DE. "NUMERICAL STUDIES OF THE STABILITY OF GEOTECHNICAL MATERIALS THROUGH LIMIT ANALYSIS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1997. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=2084@1.
Testo completoAbstract (sommario):
COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIORO presente trabalho apresenta um estudo de problemas de estabilidade, freqüentemente,encontrados, em Engenharia Geotécnica, através da técnica da Análise Limite associada ao Método dos Elementos Finitos (MEF).Inicialmente, faz-se uma revisão das formulações da Análise Limite, via MEF,encontradas, com maior freqüência, na literatura técnica especializada.Uma formulação mista que é descrita em detalhe na tese foi escolhida para implementação. Extensões das formulações da Análise Limite de meios contínuos são propostas para contemplar características de maciços rochosos fraturados. É proposto,também, um procedimento numérico para tratar de problemas de estabilidade de meios que exibem fluxo plástico não associado.As implementações realizadas foram validadas através de problemas cujas soluções podem ser obtidas por via analítica.Finalmente, um número considerável de problemas de interesse em Engenharia Geotécnica é estudado utilizando a implementação realizada. Os resultados destes estudos sugerem a viabilidade da utilização da técnica estudada na solução de problemas práticos de Engenharia Civil.
This work presents a study of stability problems often encountered in Geotechnical Engineering, through the use of Limit Analysis in conjunction with the Finite Element Method (FEM).Initially, a literature survey of the most often found formulations in Limit Analysis through the FEM is carried out.A mixed formulation of Limit Analysis was chosen for implementation and its details are fully described. Extensions of the formulation to deal with stability problems in fractured rock media are also proposed and described. A numerical procedure to take into account the effect of non associative plastic flow is proposed.The implementations carried out were validated through problems to which analytical solutions could be found.Finally, a considerable number of problems of interest to Geotechnical Engineering is studied with the implemented formulation. The results of these studies suggest that Limit Analysis can be considered as a viable tool in the solution of practical problems in Geotechnical Engineering.
39
Dujc, Jaka. "Finite element analysis of limit load and localized failure of structures". Cachan, Ecole normale supérieure, 2008. http://tel.archives-ouvertes.fr/tel-00505153/fr/.
Testo completoAbstract (sommario):
Ce travail a pour objet l’analyse limite des structures par la méthode des éléments finis. Lorsqu’une structure atteint sa charge limite, certaines de ses composantes sont dans la phase inélastique de leur comportement, alors que dans les parties les plus critiques, du fait de la localisation des déformations inélastiques, se produit la rupture du matériau. Les effets de localisation sont, dans les matériaux fragiles liés à l’apparition et au développement de macro fissures alors qu’ils sont, dans les matériaux ductiles, gouvernés par les bandes de cisaillement localisées. L’étude de la charge limite est ainsi reliée à la modélisation du comportement inélastique standard du matériau mais également à la modélisation des effets localisés correspondant au comportement adoucissant des matériaux. Le comportement inélastique standard du matériau est, dans ce travail, décrit par des modèles élastoplastiques, élastoviscoplastiques ou élastiques non linéaires. Tous les modèles de comportement sont définis en termes d’efforts généralisés. Un certain nombre d’approches mathématiques et d’algorithmes numériques sont disponibles mais sont bien souvent inefficaces et manquent de précision. Ainsi, nous utilisons une approche développée plus récemment s’appuyant sur une méthode d’éléments finis enrichis de discontinuités. Nous avons développé de nouvelles formulations d’éléments standards prenant en compte des cinématiques et des descriptions des champs de déplacements discontinus complexes. Plusieurs formulations d’éléments finis ont été développées pour l’analyse de différents composants structurels. Nous présentons, dans un premier temps, un élément fini dédié à l’analyse limite des plaques en béton armé. La formulation d’un élément de plaque élastoplastique et élastoviscoplastique écrite en efforts généralisés associée à une procédure commune d’intégration sont présentées ensuite. Un élément de coque non linéaire, faisant intervenir une fonction seuil à deux surfaces incluant à la fois un écrouissage isotrope et un écrouissage cinématique est ensuite présenté. Les deux derniers éléments finis développés dans ce travail sont dédiés à la modélisation de la rupture localisée dans les poutres planes et les solides bidimensionnels. L’élément de poutre d’Euler-Bernouilli est enrichi par une discontinuité en rotation. Une stratégie s’appuyant sur l’analyse préalable, par un modèle raffiné, d’une partie de la structure est proposée afin d’obtenir les paramètres du modèle constitutif de la poutre. Enfin, nous présentons la formulation d’un élément quadrangulaire à discontinuité forte dont la cinématique permet de prendre en compte des sauts de déplacements linéaires dans les deux directions normale et tangentielle le long de la surface de discontinuité. Des résultats numériques montrent que les éléments développés ainsi que les algorithmes associés constituent un outil efficace et robuste d’analyse de la charge limite et de la rupture des structures. Parmi les exemples, nous présentons la simulation de la propagation d’une fissure dans un matériau fragile ainsi que le développement d’une bande de cisaillement dans un matériau ductile. Les codes numériques associés aux formulations présentées dans ce travail ont été générés par l’outil de programmation symbolique et d’optimisation de code AceGen. Les performances des éléments sont présentés à travers un grand nombre d’exemples numériques réalisés à partir du code AceFemThe dissertation deals with limit load and limit ductility analysis of structures by the finite element method. When structure is at its limit load, several structural components behave inelastically, while in the critical parts of the structure, due to localization of inelastic strains, failure of material appears. Localized effects in brittle materials are related to appearance and formation of a large (macro) crack, while failure in ductile materials is governed by localized shear bands. The study of limit load is thus related to modeling both standard inelastic material effects, as well as modeling of localized failure of material, often reffered to as material softening. Standard inelastic material effects are in this work described with elastoplastic, elastoviscoplastic and nonlinear elastic material models. All the material models are defined at the level of stress-resultants. Several mathematical approaches and numerical algorithms for modeling localized effects are at hand, but they are often inefficient or inaccurate. Therefor, we use an up-to-date approach, based on a finite element method with embedded discontinuity. We derive new finite element formulations with a quite complex kinematics of the basic elements, as well as rather complex description of discontinuous displacement fields. We derived several finite element formulations for analysis of different structural components. First we present a finite element for limit load analysis of reinforced concrete plates. Stress-resultant elastoplastic and elastoviscoplastic plate finite element formulation along with a unified computational procedure that covers both formulations are presented next. Further, a nonlinear shell finite element, based on a two-surface yield function, that includes both isotropic and kinematic material hardening is presented. The last two finite elements derived in this work are intended to model the localized failure in planar beams and 2D solids. The embedded discontinuity in rotations was built into elastoplastic Euler-Bernoulli beam finite element, and a procedure, based on a precomputed analysis of a part of a structure, by using a refined numerical model, is proposed to obtain the beam constitutive model parameters. Finally, we derive an elastoplastic quadrilateral two-dimensional finite element formulation with embedded strong discontinuity, whose kinematics can model linear jumps in both normal and tangential displacements along the discontinuity line. Numerical simulations show, that the derived finite elements, along with the accompanied numerical algorithms, are an efficient and a rather robust tool for limit load and failure analysis of structures. Among other examples, we present a simulation of crack growth in brittle material and a simulation of shear band failure in ductile material. All the computer codes of the finite element formulations presented in this work have been generated through the symbolic programming of the finite element computer code and the expression optimization in AceGen computer program. The performance of these elements has been presented in numerous numerical examples, all performed by the AceFem computer program
40
Warren, Sean N. "Limit equilibrium stability analysis utilizing geotechnical data at Mount Baker, Washington /". abstract and full text PDF (UNR users only), 2008. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1461537.
Testo completoAbstract (sommario):
Thesis (M.S.)--University of Nevada, Reno, 2008."December 2008." Includes bibliographical references (leaves 109-112). Library also has microfilm. Ann Arbor, Mich. : ProQuest Information and Learning Company, [2009]. 1 microfilm reel ; 35 mm. Online version available on the World Wide Web. Library also has electronic version on CD-ROM
41
MORALES, MARLENE SUSY TAPIA. "RELIABILITY ANALYSIS OF SATURATED-UNSATURATED SOIL SLOPES USING LIMIT ANALYSIS IN THE CONIC QUADRATIC SPACE". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2013. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=23211@1.
Testo completoAbstract (sommario):
PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Este trabalho tem por objetivo a avaliação da estabilidade de taludes de solo quando sometidos a processos de infiltração de chuva, utilizando conceitos de Análise Limite e Análise de Confiabilidade. Primeiramente, determina-se a variação da sução no solo, para isto, emprega-se o Método dos Elementos Finitos e o Método de diferenças finitas na solução da equação de Richards. O modelo de Van Genuchten (1980) é utilizado para a curva característica. Na solução da nãolinearidade, emprega-se o método Picard Modificado. A instabilidade de taludes é estudada mediante o método de Análise Limite Numérica com base no Método de Elementos Finitos e o critério de Mohr Coulomb como critério de escoamento. A solução do problema matemático será realizada no espaço cônico quadrático com o objetivo de tornar a solução mais computacionalmente eficiente. Considerando as propriedades do solo como variáveis aleatórias foi incluída a determinação do Índice de Confiabilidade utilizando as formulações dos métodos de Monte Carlo e FORM (first order reliability method). Inicialmente são introduzidos conceitos básicos associados ao fluxo saturado-não saturado. A seguir são apresentados alguns conceitos. Sobre Análise Limite e sua formulação pelo Método de Elementos Finitos. Finalmente são introduzidos os fundamentos da Análise de Confiabilidade. Análises de confiabilidade das encostas de Coos Bay no estado de Oregon nos Estados Unidos e da Vista Chinesa no Rio de Janeiro Brasil, são apresentadas devido a que estes taludes sofreram colapso quando submetidos a processos de infiltração de água de chuva. Os resultados deste trabalho mostram que a falha das encostas ocorre quando o índice de confiabilidade atinge um valor perto de dois.
This thesis aims to perform a reliability analysis of the stability of 2D soil slopes when they are submitted to water infiltration due to the rains.The time variation of the soil matric suctions is calculated first. The Finite Element Method is used to transform the Richards differential equation into a system of nonlinear first order equations. The nonlinearity of the problem is due to the use of the characteristic curve proposed by van Genuchten (1980). The Modified Picard Method is applied to solve de time-dependent nonlinear equation system. The responses of the flux-problem are transferred to the stability problem in some instants using the same time-interval (normally days).To estimate the stability of the slopes, limit analysis is used. The limit analyses are performed based on the Inferior Limit Theorem of the Plasticity Theory. The problem is defined as an optimization problem where the load factor is maximized. The equilibrium equations are obtained via Finite Element discretization and the strength criterion of Mohr-Couomb is written in the conic quadratic space. Therefore, a SOCP (Second Order Conic Programming) problem is generated. The problem is solved using an interior point algorithm of the code Mosek.Since the soil properties are random variables a reliability analysis can be performed at each instant of the time-dependent problem. In order to perform the reliability analyses, Response Surfaces for the failure function of the slope are generated. In this work, the Stochastic Collocation Method is used to generate Response Surfaces. The Simulation Monte Carlo Method and the FORM (First Order Reliability Method) are used to obtain both the reliability index and the probability of failure of the slopes.Reliability analyses of the Coos Bay Slope in the state of Oregon in USA and in the Vista Chinesa Slope in Rio de Janeiro, Brazil, are presented because they collapse due to rainfall infiltration. The results show that the soil slope fails when the related reliability index is close to two.
42
Yuan, Xiaoping. "Extensional collapses in the overpressured frictional upper crust based on limit analysis". Thesis, Paris Sciences et Lettres (ComUE), 2016. http://www.theses.fr/2016PSLEE009/document.
Testo completoAbstract (sommario):
Dans ce manuscrit nous développons l'approche cinématique 2D du calcul à la rupture pour examinerles effondrements en extension (ou failles normales) de la croûte supérieure cassante qui résultent desurpressions de fluides. Les sujets d'intérêt liés à la déformation en extension sont (1) les roles de lapression des fluides, des processus de surface, et des propriétés des matériaux et des failles sur lastabilité des structures d'extension; (2) la formation de failles normales à faible pendage et de failleslistriques; (3) la distribution de la déformation au dessus d'un glissement à faible pendage; et (4)l'influence de l'adoucissement mécanique des failles et des processus de sédimentation sur cettedistribution.Cette approche mécanique est vérifiée par la théorie du prisme critique de Coulomb, et la généralise pour étudier la topographie complexe de la péninsule de Mejillones dans le Nord du Chili. Cetteapproche est aussi appliquée à l'instabilité gravitaire dans le delta du Niger en reliant les structurescompressives en bas de pente aux structure extensives en amont par un détachement profond. Nousprédisons des surpressions de fluides beaucoup plus élevée que celles obtenues par application duprisme de Coulomb. Enfin, cette méthodologie est appliquée à l'étude de la forme de failles normalesreliant un détachement profond à la surface. Dans le cas du delta du Niger, nous montrons que lesfailles à faible pendage et les failles listriques impliquent que la profondeur de rétention des fluides estfaible. La version séquentielle de l'analyse limite ouvre de nouvelles voies pour suivre l'évolutionstructurale dans le temps du jeu sur les failles normales. Les simulations montrent en particulier qu'unefaille normale tourne vers des pendage plus faibles au fur et à mesure de la dénudation du mur, formantune région qui passe du mur au toit de la faille active en rotation. La prédiction de cette région estillustrée par des expériences analogiques et des exemples de terrainThis manuscript develops a 2D kinematic approach of Limit Analysis to examine the extensionalfailures in the brittle, upper crust resulting from fluid overpressures and normal faulting. There aremany interesting topics related to the extensional deformation such as (1) the roles of fluid pressure,topographic process, material and fault properties on the stability of extensional structures; (2) theformation of low-angle and listric normal fault; (3) the deformation pattern due to slip on a low-anglefault; and (4) the influence of fault softening and sedimentation processes on this deformation pattern.This mechanical approach applied to wedge prototypes is validated by the critical Coulomb wedge(CCW) theory, and it generalizes the CCW theory to investigate the complex topography on theMejillones peninsula, Northern Chile. Additionally, this approach is also applied to investigate gravityinstability of Niger Delta by linking down-slope compressional to up-slope extensional failures througha deep detachment. We predict much higher fluid overpressures than that of the CCW theory. Finally,this Limit Analysis methodology is applied to investigate the shape of normal fault linking a lowdetachment to the surface. The application to Niger Delta implies that the formation of very low-angleand strongly listric faults results from a shallow fluid-retention depth. The sequential version of LimitAnalysis opens new ways to envision the structural evolution through time resulting from normalfaulting. The simulations show that the normal fault rotates during extension, forming a region of Footto-Hanging Wall (FHW) where the material in the footwall is sheared upon entering the hanging wall.The creation of the FHW region is illustrated by sandbox experiments and field examples
43
田淑敏 e Suk-man Tin. "The application of probability limit theorems to problems in DNA sequence analysis". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 1994. http://hub.hku.hk/bib/B31211896.
Testo completo
44
Prasad, Anamika 1979. "Development of user interface for numerical limit analysis of geotechnical stability problems". Thesis, Massachusetts Institute of Technology, 2003. http://hdl.handle.net/1721.1/85751.
Testo completo
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Tin, Suk-man. "The application of probability limit theorems to problems in DNA sequence analysis /". [Hong Kong] : University of Hong Kong, 1994. http://sunzi.lib.hku.hk/hkuto/record.jsp?B13637708.
Testo completo
46
Shukla, Himanshu. "Nonlinear Analysis and Control of Aeroelastic Systems". Diss., Virginia Tech, 2016. http://hdl.handle.net/10919/71468.
Testo completoAbstract (sommario):
Presence of nonlinearities may lead to limit cycle oscillations (LCOs) in aeroelastic systems.
LCOs can result in fatigue in wings leading to catastrophic failures. Existence of LCOs for
velocities less than the linear flutter velocity has been observed during flight and wind tunnel
tests, making such subcritical behavior highly undesirable. The objective of this dissertation
is to investigate the existence of subcritical LCOs in aeroelastic systems and develop state
feedback controllers to suppress them. The research results are demonstrated on a two degree
of freedom airfoil section model with stiffness nonlinearity.
Three different approaches are developed and discussed. The first approach uses a feedback
linearization controller employing the aeroelastic modal coordinates. The use of modal coordinates results in a system which is linearly decoupled making it possible to avoid cancellation
of any linear terms when compared to existing feedback linearization controllers which use
the physical coordinates. The state and control costs of the developed controller are compared to the costs of the traditional feedback linearization controllers. Second approach
involves the use of nonlinear normal modes (NNMs) as a tool to predict LCO amplitudes
of the aeroelastic system. NNM dynamics along with harmonic balance method are used
to generate analytical estimates of LCO amplitude and its sensitivities with respect to the
introduced control parameters. A multiobjective optimization problem is solved to generate optimal control parameters which minimize the LCO amplitude and the control cost.
The third approach uses a nonlinear state feedback control input obtained as the solution
of a multiobjective optimization problem which minimizes the difference between the LCO
commencement velocity and the linear flutter velocity. The estimates of LCO commencement velocity and its sensitivities are obtained using numerical continuation methods and
harmonic balance methods. It is shown that the developed optimal controller eliminates any
existing subcritical LCOs by converting them to supercritical LCOs.Ph. D.
47
Roberts, Lance Alan Misra Anil. "Reliability-based design and analysis of deep foundations at the service limit state". Diss., UMK access, 2006.
Cerca il testo completoAbstract (sommario):
Thesis (Ph. D.)--School of Computing and Engineering and Dept. of Geosciences. University of Missouri--Kansas City, 2006."A dissertation in engineering and geosciences." Advisor: Anil Misra. Typescript. Vita. Title from "catalog record" of the print edition Description based on contents viewed Jan. 29, 2007. Includes bibliographical references (leaves 200-206). Online version of the print edition.
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Pénisson, Sophie. "Conditional limit theorems for multitype branching processes and illustration in epidemiological risk analysis". Phd thesis, Université Paris Sud - Paris XI, 2010. http://tel.archives-ouvertes.fr/tel-00570458.
Testo completoAbstract (sommario):
Cette thèse s'articule autour de la problématique de l'extinction de populations comportant différents types d'individus, et plus particulièrement de leur comportement avant extinction et/ou en cas d'une extinction très tardive. Nous étudions cette question d'un point de vue strictement probabiliste, puis du point de vue de l'analyse des risques liés à l'extinction pour un modèle particulier de dynamique de population, et proposons plusieurs outils statistiques. La taille de la population est modélisée soit par un processus de branchement de type Bienaymé-Galton-Watson à temps continu multitype (BGWc), soit par son équivalent dans un espace de valeurs continu, le processus de diffusion de Feller multitype. Nous nous intéressons à différents types de conditionnement à la non-extinction, et aux états d'équilibre associés. Ces conditionnements ont déjà été largement étudiés dans le cas monotype. Cependant la littérature relative aux processus multitypes est beaucoup moins riche, et il n'existe pas de travail systématique établissant des connexions entre les résultats concernant les processus BGWc et ceux concernant les processus de diffusion de Feller. Nous nous y sommes attelés. Dans la première partie de cette thèse, nous nous intéressons au comportement de la population avant son extinction, en conditionnant le processus de branchement X_t à la non-extinction (X_t≠0), ou plus généralement à la non-extinction dans un futur proche 0≤θ<∞ (X_{t+θ}≠0), et en faisant tendre t vers l'infini. Nous prouvons le résultat, nouveau dans le cadre multitype et pour θ>0, que cette limite existe et est non-dégénérée, traduisant ainsi un comportement stationnaire pour la dynamique de la population conditionnée à la non-extinction, et offrant une généralisation de la limite dite de Yaglom (correspondant au cas θ=0). Nous étudions dans un second temps le comportement de la population en cas d'une extinction très tardive, obtenu comme limite lorsque θ tends vers l'infini du processus X_t conditionné par X_{t+θ}≠0. Le processus conditionné ainsi obtenu est un objet connu dans le cadre monotype (parfois dénommé Q-processus), et a également été étudié lorsque le processus X_t est un processus de diffusion de Feller multitype. Nous examinons le cas encore non considéré où X_t est un BGWc multitype, prouvons l'existence du Q-processus associé, examinons ses propriétés, notamment asymptotiques, et en proposons plusieurs interprétations. Enfin, nous nous intéressons aux échanges de limites en t et en θ, ainsi qu'à la commutativité encore non étudiée de ces limites vis-à-vis de la relation de type grande densité reliant processus BGWc et processus de Feller. Nous prouvons ainsi une liste exhaustive et originale de tous les échanges de limites possibles (limite en temps t, retard de l'extinction θ, limite de diffusion). La deuxième partie de ce travail est consacrée à l'analyse des risques liés à l'extinction d'une population et à son extinction tardive. Nous considérons un certain modèle de population branchante (apparaissant notamment dans un contexte épidémiologique) pour lequel un paramètre lié aux premiers moments de la loi de reproduction est inconnu, et construisons plusieurs estimateurs adaptés à différentes phases de l'évolution de la population (phase de croissance, phase de décroissance, phase de décroissance lorsque l'extinction est supposée tardive), prouvant de plus leurs propriétés asymptotiques (consistance, normalité). En particulier, nous construisons un estimateur des moindres carrés adapté au Q-processus, permettant ainsi une prédiction de l'évolution de la population dans le meilleur ou le pire des cas (selon que la population est menacée ou au contraire invasive), à savoir celui d'une extinction tardive. Ces outils nous permettent d'étudier la phase d'extinction de l'épidémie d'Encéphalopathie Spongiforme Bovine en Grande-Bretagne, pour laquelle nous estimons le paramètre d'infection correspondant à une possible source d'infection horizontale persistant après la suppression en 1988 de la voie principale d'infection (farines animales). Cela nous permet de prédire l'évolution de la propagation de la maladie, notamment l'année d'extinction, le nombre de cas à venir et le nombre d'animaux infectés, et en particulier de produire une analyse très fine de l'évolution de l'épidémie dans le cas peu probable d'une extinction très tardive.
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Imamovic, Ismar. "Ultimate load limit analysis of steel structures accounting for nonlinear behaviour of connections". Thesis, Compiègne, 2017. http://www.theses.fr/2017COMP2373/document.
Testo completoAbstract (sommario):
Cette thèse traite de l'analyse limite des structures de châssis en acier, qui s'utilise souvent comme la structure principale de support des bâtiments. La structure du cadre en acier est caractérisée par une réponse très ductile et un grand potentiel pour dissiper l'énergie, ce qui est crucial pour la résistance par rapport aux tremblements de terre. La ductilité dans la réponse de la structure est la cause du comportement du matériau lui-même et du comportement des connexions entre les éléments de la structure. Les connexions entre les poutres et les poteaux peuvent influencer de manière significative la réponse de la structure du cadre en acier, parfois jusqu'à 30%. L'idée est de intégrer le comportement des connexions par les éléments de poutres qui seront situés dans les coins du cadre et la modélisation du reste serra fait avec des éléments de poutres non-linéaires qui décrirons le comportement des poutres en acier. Cette recherche est composée de deux parties. La première partie est consacrée au comportement des connexions structurelles, la deuxième partie présente le développement de l'élément fini du faisceau non linéaire capable de représenter le comportement ductile d'un élément de la structure en acier. Dans la première partie de la thèse, nous définissons la procédure d'identification des paramètres constitutifs pour le modèle couplé de plasticité-dégâts avec dix-huit inconnus. Ce modèle constitutif est très robuste et capable de représenter une large gamme de problèmes. La procédure définie a été utilisée dans la préparation de tests expérimentaux pour trois types de connexions en acier structuré. Les tests expérimentaux ont été effectués pour deux cas de charge. Pour la première, la charge a été appliquée dans un sens avec les cycles de chargement et de déchargement. À partir des mesures expérimentales, nous avons conclu que le modèle de plasticité peut bien représentée le comportement de la connexion structurale. Paramètres constitutifs ont été déterminés à partir des résultats de l'expérimentation, on a utilisé une poutre géométriquement exacte avec la loi bilinéaires renforcement du matériel et la loi linéaire pour le ramollissement. Également, on a effectué des essais expérimentaux de deux types de raccords en acier en cas de chargement cyclique. Les données mesurées montrent que le modèle de la plasticité n'est pas assez bon pour décrire le comportement de connexion pour ce type de charge. A savoir, en raison de changements du sens de l'application du chargement, les connexions montrent moins de rigidité, qui peut être décrite avec un modèle constitutif de dommages. Pour cette raison, nous avons développé un nouveau modèle plasticité-dommages qui est capable d'inclure le phénomène mentionné ci-dessus. A la fin de cette section est faite l'identification des paramètres constitutifs. La deuxième partie de la thèse de doctorat est composé de formulations théoriques et la mise en œuvre numérique des faisceaux géométriquement exacte. La réponse de durcissement de la poutre comprend l'interaction entre les forces de la section résultant du stress (N, T et M), et la réponse de ramollissement est définit par la loi non linéaire. Ce type d'élément fini de poutre est capable de décrire le comportement ductile des structures en acier et inclure les effets du second ordre, qui sont très importantes pour l'analyse ultime des structures de cadre en acier. L'élément fini développé de poutre géométriquement exacte et les lois définies de liaison de comportement dans la construction en acier, offrant la possibilité d'une analyse de haute qualité des structures en acier. En utilisant les modèles de poutre proposé et la méthodologie de modélisation des structures de châssis en acier, il est possible de déterminer une distribution réaliste des forces de section transversale , y compris la redistribution due à la formation de rotules plastiquesThis thesis deals with the ultimate load limit analysis of steel frame structures. The steel frame structure has a very ductile response and a large potential to dissipate energy, which is crucial in the case of earthquakes. The ductility in the response of the structure comes from the behavior of the material itself and the behavior of the semi-rigid structural connections. The semi-rigid connections between beams and columns can significantly influence the response of the structure, sometimes up to 30%. In this thesis, we propose a methodology for modeling steel frame structures with included connection behavior. The idea is to model the behavior of the structural connections by the beam elements positioned in the corners of the steel frame structure. Other members of the steel frame structure, steel beams, and columns, will be modeled with nonlinear beam elements. This research consists of two parts. The first part deals with the behavior of the structural steel connections. In the second part, we present the development of the nonlinear beam element capable of representing the ductile behavior of steel structural elements, beams and columns. In the first part of the thesis, we define constitutive parameters identification procedure for the coupled plasticity-damage model with eighteen unknowns. This constitutive model is very robust and capable of representing a wide range of problems. The identification procedure was used in the preparation of experimental tests for three different types of structural steel connections. The experimental tests have been performed for two load cases. In the first, the load was applied in one direction with both the loading and unloading cycles. From the experimental measurements, we have concluded that the response of the experimental structure can be represented by the plasticity model only because no significant change in the elastic response throughout the loading program was observed. Therefore, we have chosen an elastoplastic geometrically exact beam to describe connection behavior. The hardening response of the beam is governed by bilinear law, and the softening response is governed by nonlinear exponential law. The identification of the parameters has been successfully done with fifteen unknown parameters identified. The two types of the experimental structures were also exposed to the cyclic loading. Measured experimental data shows complex connection behavior that cannot be described by the plasticity model alone. Namely, after changing load direction stiffness of the connection decreases. This suggests that the damage model should be incorporated in the constitutive law for the connections behavior as well. Therefore, we propose a new coupled plasticity-damage model capable of representing the loss in the stiffness of the connection with the changing of the load direction. At the end of this part, we also give the constitutive parameters identification for the proposed model. The second part of the thesis deals with the theoretical formulation and numerical implementation of the elastoplastic geometrically exact beam. The hardening response of the beam includes interaction between stress resultant section forces (N, T and M), and the softening response of the beam, which is governed by the nonlinear law. This type of the beam element is capable of representing the ductile behavior of a steel frame structure, and it takes into account second order theory effects. Performed numerical simulations show that the proposed geometrically nonlinear beam element is very robust and is able to provide a more precise limit load analysis of steel frame structures. By using proposed methodology for modeling steel structures, we are able to obtain the real distribution of section forces, including their redistribution caused by forming of the hinges and the connections behavior
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Zhu, Pengcheng. "A novel Q-limit guided continuation power flow method for voltage stability analysis". Thesis, Brunel University, 2008. http://bura.brunel.ac.uk/handle/2438/5360.
Testo completoAbstract (sommario):
Voltage security assessment is becoming a more and more important issue due to the fact that electrical power systems are more prone to voltage instability under increased demand, and it can be time-consuming to determine the actual level of voltage security in large power systems. For this reason, this thesis presents a novel method for calculating the margin of voltage collapse that is based on the Continuation Power Flow (CPF) method. The method offers a flexible and reliable solution procedure without suffering from divergence problems even when near the bifurcation point. In addition, the new method accounts for reactive power limits. The algorithmic continuation steps are guided by the prediction of Q-limit breaking point. A Lagrange polynomial interpolation formula is used in this method in order to find the Q-limit breaking point indices that determine when the reactive power output of a generator has reached its limit. The algorithmic continuation steps will then be guided to the closest Q-limit breaking point, consequently reducing the number of continuation steps and saving computational time. The novel method is compared with alternative conventional and enhanced CPF methods. In order to improve CPF further, studies comparing the performance of using direct and iterative solvers in a power flow calculation have also been performed. I first attempt to employ the column approximate minimum degree (AMD) ordering scheme to reset the permutation of the coefficient matrix, which decreases the number of iterations required by iterative solvers. Finally, the novel method has been applied to a range of power system case studies including a 953 bus national grid transmission case study. The results are discussed in detail and compared against exiting CPF methods.