Neste trabalho, são desenvolvidas novas técnicas aproximadas de análise de confiabilidade para grelhas de concreto armado levando-se em consideração as probabilidades de falha de vários modos importantes. Realiza-se um acoplamento entre os métodos de Monte Carlo, elementos finitos e procedimentos de otimização para considerar esses modos de falha importantes e classificá-los. Esse acoplamento também permite a redução do número de chamadas ao modelo de elementos finitos. Os cenários de falha são caracterizados como o encurtamento excessivo do concreto e o alongamento do aço. Estes cenários determinam a capacidade última da estrutura, e podem ser representados por um coeficiente escalar que multiplica todas as ações presentes na estrutura. Para a determinação desses estados estruturais últimos, um procedimento incremental-iterativo é utilizado. A análise de confiabilidade é realizada em diferentes conjuntos de realizações aleatórias das variáveis de projeto. O conjunto de respostas estruturais e de realizações permite a determinação dos coeficientes da superfície de respostas da estrutura. O acoplamento realizado permite também o tratamento com estruturas de concreto com elevado número de modos de falha. Aplicam-se as técnicas em exemplos de grelhas de concreto armado / In this work, new local approaches of reliability analysis applied to reinforced concrete grid structures are developed, taking into account several critical cross-section failure probabilities. Monte Carlo simulations are coupled with finite element analyses and optimization techniques with techniques to take into account the failure in the most important cross-sections, in order to classify the severity of failure modes. The failure scenario is depicted when either a concrete fiber or a steel bar reaches the predefined conventional limit. This scenario gives the structural ultimate capacity, which can be represented by a scalar coefficient multiplying all the loads acting on the structure. To achieve the failure scenario, an incremental and iterative procedure is used. To carry out the reliability analysis, the mechanical analysis has to be performed for different sets of random variable realizations of the mechanical, material and geometrical properties. The set of ultimate coefficients obtained from several mechanical analyses defines the response surface. The coupling between Monte Carlo simulations and response surface techniques applied in this work aims to reduce significantly the number of the finite element model calls, and hence to deal with real, or high-scale, reinforced concrete grids where large number of failure components can be found. The proposed procedure is then applied to reinforced concrete grids in order to show some more complex reinforced concrete examples

Neste trabalho foram discutidos os aspectos de dimensionamento e verificação da segurança de elementos estruturais de concreto armado considerando a não-linearidade dos materiais. O estudo abordou uma nova proposta para a verificação simultânea dos estados limites últimos (ELU) e dos estados limites de serviço (ELS) para elementos de concreto armado submetidos à flexão, voltada especialmente para aplicações considerando a não-linearidade física utilizando o método dos elementos finitos. As propostas alternativas apresentadas na consideração de coeficientes minoradores das resistências dos materiais, trataram da utilização de valores médios para as relações tensão-deformação e para as resistências dos materiais; valores de referência que permitiram a composição de coeficientes globais de segurança, que independem da ruptura ser causada por esgotamento da capacidade resistente do concreto ou do aço e, finalmente, valores médios para as relações tensão-deformação no aço e no concreto, com limitação das resistências em seus valores de projeto. Foram analisadas seções transversais retangulares e do tipo T submetidas à flexão pura, com o uso das propostas alternativas. Foram, também, estudadas vigas isostáticas e hiperestáticas incluindo a verificação das reservas da capacidade resistente da estrutura, sendo que foi considerada a redistribuição dos esforços internos no caso hiperestático. As análises realizadas serviram de base para assumir-se que a terceira proposta anteriormente citada, é a mais adequada e a que atendeu, simultaneamente, às verificações dos ELU e ELS; o que a torna viável para aplicações práticas / The present work deals with dimensioning and verification of the safety conditions of reinforced concrete structural elements, taking into account the material non-linearity. It includes a new proposal for the simultaneous verification of the ultimate limit states (ULS) and the serviceability limit states (SLS) for reinforced concrete bending elements, enhancing finite element applications with physical non-linearities. The alternative proposals for the material safety factors include the use of mean values for the stress-strain relationships and the strength of materials; reference values that allow the composition of global safety coefficients that do not dependent on the type of failure, brittle in the concrete or ductile in the steel and, finally, means values for the concrete and steel stress-strain relationships, keeping the stresses always lower than the design strength values. Rectangular and T-type cross-sectional areas in pure bending were analyzed, using the alternative proposals. Statically determinate and hyperstatic beams were also studied to verify the safety conditions, including the redistribution of the internal forces in the hyperstatic cases. According to the analyses performed it is apparent that the third proposal is the most adequate and satisfies simultaneously the ULS and SLS verifications, being viable for practical applications

O trabalho trata da formulação e análise da resposta numérica de um modelo de danificação e plastificação localizadas em zonas previamente definidas ao longo de elementos estruturais de barra, estendendo-se os conceitos dos modelos clássicos de plasticidade concentrada. Inicialmente é feita uma breve revisão bibliográfica sobre modelos de dano e plasticidade, destacando-se alguns que contém propostas voltadas para a simplificação de suas formulações ou então da etapa de implementação numérica adotando-se, neste caso, a técnica de discretização em estratos dos elementos de barra. Em seguida, já no âmbito dos modelos ditos simplificados e estendendo-se a formulação de um modelo para estruturas de barras proposto na bibliografia, deduz-se a matriz de rigidez para o caso de barra em regime elástico com dano. Na dedução, considera-se que os processos de danificação, associados à flexão e restritos às extremidades do elemento de viga, são dependentes entre si e afetam diretamente os coeficientes de transmissão de esforços ao longo do elemento. Nesta etapa, através de dois exemplos numéricos, avalia-se a resposta do modelo quando implementado em um programa de elementos finitos. Apresenta-se, na seqüência, um estudo sobre a viabilidade da aplicação do modelo estudado às estruturas em concreto armado, incluindo-se casos em que a distribuição da armadura longitudinal é assimétrica. Como resultado desse estudo, sugere-se uma modificação da função critério de danificação, originalmente empregada, para melhor representar o processo de dissipação de energia relacionada à danificação. A partir dos confrontos entre respostas experimentais de vigas e pórtico em concreto armado e resultados numéricos, conclui-se pelo bom desempenho do modelo modificado. Finalmente, reúnem-se sugestões para a continuidade dos estudos. / This work is related to formulation and numerical analysis of a damage and plasticity model which considers such effects localised on zones previously defined along the structural beam elements, extending the concepts of the classics lumped plasticity models. First of all, a brief bibliography revision on damage and plasticity based models is given, enlightening the ones which propose some kind of simplification at the level of the formulation or only at the stage of the numerical implementation, for instance using a layered technique in a beam element discretization. Afterwards, on the field of the so called simplified models, a stiffness matrix of an elastic damage beam element is deduced, extending the formulation of a framed structures model proposed in the bibliography. The main characteristic of the new element is that the damage processes is localized on hinges at the extremities of the beam element, being the associated damage variables dependent on each other and reducing progressively the transmission efforts factor along the element. Two basic numerical examples show the performance of the model when implemented in a finite element code. Next, a study on the feasibility of the model to analyse reinforced concrete structures is presented. In order to enlarge the application field, cases where longitudinal reinforcement is asymmetrically distributed in the cross section are also considered. As a result of the study, a change in the damage criteria function originally used is suggested, aiming to improve the valuation of the dissipated energy related to the damage process. The response of the modified resulting model is valuated by a confront between experimental and numerical results of beams and frame reinforced concrete structures. The results show a very good performance of the modified model. Finally, some topics for further research on the theme explored in this work are suggested.

CoordenaÃÃo de AperfeÃoamento de Pessoal de NÃvel Superior / Materiais compÃsitos vem sendo amplamente estudados devido aos seus inÃmeros benefÃcios em relaÃÃo aos materiais metÃlicos, principalmente a elevada razÃo resistÃncia/peso, bom iso-lamento tÃrmico e boa resistÃncia à fadiga. CompÃsitos laminados, foco do presente trabalho, sÃo produzidos pelo empilhamento de um conjunto delÃminas, cada uma composta de fibras unidirecionais ou bidirecionais imersas em uma matriz polimÃrica. As estruturas de materiais compÃsitos apresentam comportamento nÃo linear, tanto fÃsico quanto geomÃtrico. Devido à elevada resistÃncia, estruturas de material compÃsito tendem a ser bastante esbeltas, podendo apresentar grandes deslocamentos e problemas de estabilidade. Adicionalmente, a consideraÃÃo da nÃo linearidade fÃsica tambÃm à importante para a simulaÃÃo de falha de estruturas laminadas. Um dos modos de falha mais importantes destas estruturas à a delaminaÃÃo, que consiste no descolamento de duas lÃminas adjacentes. No projeto de estruturas laminadas, o MÃtodo dos Elementos Finitos à a ferramenta de anÃlise mais utilizada devido a sua robustez, precisÃo e relativa simplicidade. Afim de permitir a anÃlise nÃo linear de estruturas laminadas submetidas a grandes deslocamentos, foi desenvolvida neste trabalho uma formulaÃÃo de elementos finitos sÃlidos laminados baseados na abordagem Lagrangiana Total. A simulaÃÃo do inÃcio e propagaÃÃo da delaminaÃÃo foi realizada neste trabalho utilizando Modelos de Zona Coesiva. Para este fim, foi desenvolvida uma formulaÃÃo de elementos isoparamÃtricos de interface com espessura nula e utilizados diferentes modelos constitutivos para representar a relaÃÃo entre as tensÃes e os deslocamentos relativos das faces da trinca coesiva, incluindo tanto o caso de modo I puro quanto de modo misto. As formulaÃÃes desenvolvidas neste trabalho foram implementadas no software de cÃdigo aberto FAST utilizando afilosofiade ProgramaÃÃo Orientada a Objetos. Estas implementaÃÃes sÃo apresentadas utilizando as convenÃÃes da UML. VÃrios exemplos foram utilizados para verificar e validar as implementaÃÃes realizadas. Excelentes resultados foram obtidos utilizando elementos sÃlidos laminados na anÃlise de estruturas de casca, mesmo empregando malhas com apenas um elemento sÃlido na espessura. No que diz respeito à delaminaÃÃo, verificou-se que o uso de Modelos de Zona Coesiva requer muito cuidado na escolha dos parÃmetros utilizados na anÃlise, principalmente no que diz respeito à relaÃÃo tensÃo-deslocamento relativo, tamanho dos elementos e mÃtodo de integraÃÃo numÃrica. Contudo, utilizando-se a integraÃÃo de Newton-Cotes e elementos de interface de tamanho adequado, obteve-se uma concordÃncia muito boa com resultados teÃricos e experimentais disponÃveis na literatura. De forma geral,verificou-se que o modelo coesivo exponencial apresenta maior robustez e eficiÃncia computacional que o modelo bilinear. / Composite materials has been widely studied thought the years because of it benefits compared to metals (elevated resistance/weight ratio, good thermal isolation and good fatigue resistance). Laminate composites are the focus of this work. Produced by stacked layers of fibers embed- ded on polymeric matrices, structures of composite materials presents material and geometrical non-linear behavior. Because of it elevated resistance, composite materials allow designers to create very slender structures which might present large displacements and stability problems. Additionally, considering material non-linearity is also important for collapse simulation of la- minated structures. One of the most important failure modes on laminated structures is delami- nation. Delamination is the detachment of adjacent layers. On laminated structures simulation, the Finite Element Method is one of the most used analysis tool. It is a robust, precise and relative simple operating tool. Intending analyzing non-linear behavior of laminated structures subjected to large displacements, was developed on this work a laminated solid finite element formulation based on Full Lagrangian formulation. Simulation of delamination beginning and propagation was developed on this work using Cohesive Zone models. To achieve this goal, an isoparametric formulation of interface finite elements without thickness and many constitutive models to represent the relation tension à displacement jump (relative displacement between crack faces) were developed. These models consider pure mode I and mixed mode. The formu- lations developed on this work were implemented on the open source finite element code FAST using Oriented Object Programing philosophy. These implementations are presented on UML conventions. Many examples were tested for verifying and validating all the implementations. Excellent results were obtained using laminated solid elements on the analysis of a shell struc- ture, even using meshes with only one element though thickness. On the delamination analysis, was verified that Cohesive Zone Models are very sensible related to the parameters used on the analysis, mainly tension à displacement jump model, size of elements and numerical integra- tion. Spite of it, using Newton-Cotes integration and interface elements of appropriate size, good agreements were obtained compared with theoretical results obtained on literature. In general, was observed that cohesive exponential model presents greater robustness and compu- tational efficiency than bilinear model.

Um propulsor do tipo Hall é um mecanismo que utiliza predominantemente uma configuração de campos eletromagnéticos Hall, um campo elétrico perpendicular a um campo magnético, para confinar elétrons e acelerar íons. Os elétrons são confinados dentro de um canal de aceleração onde os campos eletromagnéticos estão presentes. Um gás neutro é lançado dentro desse canal de aceleração de forma que os elétrons confinados podem colidir com os átomos do gás e os ionizar. Os íons gerados dessas colisões, elétrons-gás, são fortemente repelidos para fora do canal de aceleração pelo campo elétrico. A expulsão desses íons é o fator responsável pela propulsão. Nesses propulsores é importante que os elétrons estejam confinados dentro do canal de aceleração e que sejam capazes de produzir o maior número possível de íons. Visando determinar quais são os parâmetros de controle– intensidade dos campos eletromagnéticos– que propiciam uma dinâmica eletrônica com essas características, derivamos, via formalismo Hamiltoniano, as equações de movimento de um elétron e as analisamos. Dessas equações de movimento encontramos funções analíticas que indicam os limites geométricos atingidos pelo elétron dentro do sistema propulsor para cada conjunto de parâmetros de controle. Essas funções constituem o critério de confinamento eletrônico utilizado nesse trabalho. Além disso, a partir das equações de movimento, mostramos quais as configurações de campos eletromagnéticos que teoricamente incrementam o desempenho dos propulsores Hall. Verificamos que nas configurações de maior desempenho a dinâmica eletrônica é caótica. Neste trabalho, o caos é determinado com o auxílio dos mapas de Poincaré e dos expoentes de Lyapunov. / A Hall thruster is a system that utilizes an electromagnetic fields configuration predominantly like Hall, an electric field which lies perpendicular to a magnetic field, to confine electrons and to accelerate ions. The electrons are confined within an acceleration chamber where the electromagnetic fields are present. A neutral gas is released within this acceleration chamber so that the confined electrons can collide with the gas and ionize it. The ions generated from these collisions, the electron-gas, are strongly repelled by the electric field system. The expulsion of these ions generate the propulsion. In these thrusters it is very important that the electrons are confined within the acceleration chamber and are able to produce the largest possible number of ions. In order to determine the control parameters, that is, the electromagnetic fields intensity which provides an electronic dynamic with these characteristics; we derived, via Hamiltonian formalism, the motion equations for an electron and we analyzed them. From these motion equations, we found functions that indicate the electron geometric boundaries within these thrusters, for each set of control parameters. In this work, these functions indicate the electronic confinement. Moreover, from the motion equations, we showed the electromagnetic fields settings which theoretically improve the Hall thruster’s performance. We found that, in these higher performance settings, the electron dynamics is chaotic. In this work, the chaos is determined by Poincaré maps and by Lyapunov exponents.

A general procedure for the evaluation of the mechanical properties of structural joints, named component method, is now available from intensive research works at the European level. This procedure allows the analytical prediction of the resistance, but also of the stiffness and the deformation capacity, of structural joints under external forces (axial or shear forces, bending moments ). The component method is nowadays integrated as a reference procedure in two European design codes, respectively for steel structures (EC3 [EN1993]) and steel-concrete composite structures (EC4 [EN1994]). However, its potential scope is much larger and present studies are aimed to apply to situations as joints in fire, joints under seismic loading, joints under exceptional loads (Robustness Project) . More recently, a research project [CTI-2004] has succeeded in applying the component method to the investigation of the elastic behaviour of mechanical joints in timber construction. That is the result of the collaboration of CTIB-TCHN (Belgian Institute for Wood Technology) and University of Liège. The main principle of the component method is the following: identification of constitutive components subjected to tension, compression or shear in the joint; determination of the mechanical behaviour of these individual components; "assembling" components so as to derive the mechanical properties of the whole joint. In the present paper, timber joints with dowel fasteners are considered. Two components may be identified: "dowel" component (dowel fastener in bending and shear); embedding component (timber member in embedding). The "dowel" component is known from past researches, whereas little information is available for the embedding component. EC5 [EN1995] proposes formulation to predict the behaviour for joints composed of these two components; but it only depends on two factors: the dowel diameter and the timber density. The influence probably significant of the grain direction (material strongly anisotropy) and the thickness of the connected members are for instance neglected. Experimental, numerical and analytical investigations have recently been performed by University of Liège in collaboration with CTIB-TCHN so as to propose another formulation more precise for joints. Experimental results, performed by CTIB-TCHN, have been used as reference for the development of numerical model and, then, analytical model. The application of the component method to the prediction of the elastic behaviour of timber joints consist of two steps: "local" investigation on components that is to develop analytical models for the prediction of the elastic behaviour of components; "global" investigation on joints that is to develop analytical models for the prediction of the elastic behaviour of joints. The application of the component method to timber joints with dowel fasteners is a first step towards the use of this concept in future to others mechanical joints (screw, punched metal plate, nail, bolt ). In this case, others components may be derived to cover the field of application expected.

Cold-formed steel structures have been in service for many years and are used as shelters for both domestic and industrial purposes. To produce an economical product, manufacturers have typically based their designs on the simple portal frame concept. As there is almost a direct relationship between overall cost and the weight of steel in a portal frame structure, it is of great importance to provide a structure with the minimum amount of steel whilst providing structural adequacy. Portal frame sheds have been refined continuously for many years, with only minimal amounts of savings in steel. Therefore, to provide even greater savings in steel, an innovative building system is required. Modern Garages Australia (MGA) is one of the leading cold-formed steel shed manufacturers in Queensland. MGA has recently developed such an innovative building system that has significant economic savings when compared with portal frame structures. The MGA building system has two key differences to that of the conventional portal frame system. These differences are that the MGA system has no conventional frames or framing system, and it has no purlins or girts. This results in the MGA system being completely fabricated from thin cladding, which significantly reduces the quantity of steel. However, the key problem with this building system is that the load paths and structural behaviour are unknown, and therefore the structure cannot be analysed using conventional methods. Therefore, the objectives of this research were to first investigate the structural behaviour of this new building system and its adequacy for an ultimate design wind speed of 41 m/s using full scale testing. The next objectives were to use finite element analysis to optimise the original MGA building system so that it is adequate for an ultimate design wind speed of 41 m/s, and to develop a new improved cold-formed steel building system that has greater structural efficiency than the original MGA building system. This thesis presents the details of the innovative MGA building system, full scale test setup, testing program, finite element analysis of the MGA building system and the results. Details and results from the optimisation of the MGA building system, and the development of a new improved cold-formed steel building system are also presented. The full scale experimental investigation considered the required loadings of cross wind, longitudinal wind and live load test cases and simulated them on the test structure accurately using an innovative load simulation system. The wind loads were calculated for a 41 m/s ultimate design wind speed. Full scale test program included both non-destructive and destructive tests. The finite element analyses contained in this thesis have considered cross wind, longitudinal wind and live load cases, as well as the destructive load case of the MGA building system. A number of different model types were created and their results were compared with the experimental results. In general, two main model types were created. The first type consisted of a 'strip' of the MGA building system (Strip model) and the second modelled the full structure (Full model). Both of these model types were further divided into models which contained no contact surfaces and those which contained contact surfaces to simulate the interfaces between the various components such as the brackets and cladding. The experimental test results showed that the MGA test structure is not suitable for an ultimate design wind speed of 41 m/s. This conclusion is a result of a number of observed failures that occurred during the extensive testing program. These failures included local buckling, crushing failures, and distortional buckling of the cladding panels. Extremely large deflections were also observed. It was calculated that for the MGA building system to be adequate for the design wind speed of 41 m/s, a cladding thickness of 0.8 mm was required. This also agreed well with the finite element analysis results which concluded that a cladding thickness of 0.8 mm was required. In order to avoid the increased use of steel in the building system, a new improved cold-formed steel building system was developed and its details are provided in this thesis. A finite element model of this new improved cold-formed steel building system was created and the results showed that the new building system was able to achieve a load step equivalent to an ultimate design wind speed of 50.4 m/s and was approximately 250% stiffer than the original MGA building system, without any increase in the overall weight of the building system. It is recommended that this new improved cold-formed steel building system be further developed with the aid of finite element modelling and be tested using a similar full scale testing program that was used for the original MGA building system.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / Os perfis tubulares sem costura são largamente utilizados em diversos países, porém, no Brasil, o uso desses perfis na construção civil era bastante limitado, restringindo-se praticamente a coberturas espaciais. Considerando uma nova realidade para o uso de perfis tubulares, este trabalho apresenta uma análise de ligações tipo T com perfis tubulares quadrados (SHS) para o banzo e para o montante efetuada com base na norma europeia, Eurocode 3, no CIDECT, na NBR 16239:2013 e ISO 14346 através de um modelo em elementos finitos desenvolvido no programa Ansys. Verificou-se a influência do momento atuante no montante no comportamento global das ligações. As não-linearidades físicas e geométricas foram incorporadas aos modelos, a fim de se mobilizar totalmente a capacidade resistente desta ligação. A não-linearidade do material foi considerada através do critério de plastificação de von Mises através da lei constitutiva tensão versus deformação trilinear de forma a exibir um comportamento elasto-plástico com encruamento. A nãolinearidade geométrica foi introduzida no modelo através da Formulação de Lagrange Atualizado. Os resultados numéricos são avaliados para a ligação em estudo quanto aos modos de falha e a distribuição de tensões. A análise dos momentos resistentes obtidos em comparação com os resultados do modelo numérico, apresentou valores excessivamente a favor da segurança no cálculo utilizando as equações de dimensionamento. Um estudo para fatores de correção das equações de dimensionamento é proposto. / Seamless tubular sections are widely used in many countries, but in Brazil, the use of these profiles in construction is quite limited, being almost restricted to spatial trusses. Considering a new reality for the use of tubular profiles, this Dissertation presents an analysis of "T" joints with square hollow sections (SHS) for the chord and the brace based on the European standard, Eurocode 3, CIDECT Design Guide, NBR 16239:2013 and ISO 14346 through out a finite element model developed in ANSYS program. The main objective of the present investigation is to evaluate the influence of the bending moment over the joint global behavior. The physical and geometrical nonlinearities were incorporated into the models, in order to fully mobilize the joint global response. The nonlinearity of the material was considered by adopting the von Mises yield criteria with a material constitutive law with a multilinear stress versus strain curve associated to a elastic-plastic behavior with hardening. The geometric nonlinearity has been introduced into the model through Updated Lagrangian formulation. The numerical results were evaluated for studied joints in terms of the failure modes and stress distributions. The numerical results are evaluated for binding study on the modes of failure and the stress distribution. The analysis of the resistant moments obtained in comparison with the results of numerical model presented values for safety excessively calculated using equations sizing. A study for the correction equations scaling factors is proposed.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / Avanços tecnológicos no ramo das ciências dos materiais e de processos construtivos, combinado a um cenário econômico favorável, têm levado a um crescimento substancial na construção de edifícios de múltiplos andares pelo mundo. Estes edifícios têm sido construídos com estruturas cada vez mais arrojadas e com elevados níveis de esbeltez, tornando-se verdadeiras obras de arte. Todavia, a compatibilidade dos requisitos arquitetônicos com as condições necessárias de estabilidade de tais estruturas é fundamental, e requer dos engenheiros civis um conhecimento teórico substancial desde a concepção do projeto estrutural até o processo construtivo propriamente dito. Assim sendo, o objetivo desta dissertação de mestrado é o de investigar o comportamento estrutural de um edifício de 20 pavimentos misto (aço-concreto) submetido às ações de cargas de vento não determinísticas. No núcleo interno da edificação três tipos de contraventamentos são empregados e analisados. De forma semelhante, no desenvolvimento do modelo computacional são empregadas técnicas usuais de discretização, via método dos elementos finitos, por meio do programa Ansys. Assim, a resposta dinâmica não determinística do modelo estrutural, em termos dos valores máximos médios dos deslocamentos e das acelerações, é obtida e comparada com os valores limites propostos por normas e recomendações de projeto. / Technological advances of material sciences and construction processes, combined with a favorable economic scenario, have brought a substantial growth into the construction of multi-storey buildings around the world. These buildings have been constructed with increasingly daring structures and with greater slenderness, and have become true works of art. However, the compatibility between the requirements of architecture and the necessary conditions for stability is essential and it requires a substantial amount of theoretical knowledge from the civil engineers related to structural design and construction processes. Therefore, this research work aims to investigate the structural behaviour of a 20 story (steel-concrete) composite building, when submitted to the non-deterministic wind dynamic actions. In the buildings interior core three types of bracings are presented and analysed. Similary, in the development of the computational model, usual mesh refinement techniques are presented in finite element method simulations, and implemented in the Ansys program. The investigated structural model non-deterministic dynamic response, in terms of displacements and peak accelerations, is obtained and then compared to the limiting values proposed by several authors and design standards.

The phonological system can be described and analyzed on three levels; word, syllable and segment. The non-linear nature of the system enables an analysis from different viewpoints on phonology. LINköpingsUnderSökningen (LINUS) is a phonological test for children between the ages of 3 to 6 years which enables a non-linear analysis. Previous studies at  Linköping University have shown that children with phonological language impairment have phonological deviations on all three levels. Even though there is research involving Swedish-speaking children with expressive phonological impairment, further research is needed due to lacking in sample size and age span of participants. The purpose of this thesis is to compare the expressive phonological ability of children between the ages of 3 to 5 years who have been referred to a speech and language pathologist (SLP) for suspected phonological difficulties with a control group consisting of peers without known difficulties. In the study 10 children participated who were recruited from a speech and language pathologist clinic in a big city in Sweden, and raw data was also used from a previous study on an additional 11 children. Children with language impairment were matched with a control group with children of the same age. The age interval of participating children was between 3 years and 2 months and 4 years and 11 months.  The LINUS test was issued at a speech and language pathologist clinic together with a SLP.  The results showed similar deviations on word, syllable and segment level for both the study group and the control group. However the results of the study group contained a higher amount of deviations. The word and syllable level caused the greatest challenge for both groups. Additionally, both the study group and the control group exhibited deviations in terms of word structure where the most frequent shortcoming was reduction of consonant clusters. To conclude, similar types of deviations occurred in both groups, although the study group had a higher amount of deviations on all levels. For stronger conclusions, a larger sample size and younger participants are needed.