[pt] A performance de protocolos geralmente empregados na caracterização reológica de pastas de cimento é investigada. Para este fim duas pastas de cimento foram utilizadas, Pasta A e Pasta B, com a mesma densidade e razão água-cimento, diferindo quanto aos aditivos empregados. O procedimento API (American Petroleum Institute), tal qual, sua modificação é estudada. Curvas de escoamento são determinadas com o auxílio de um reômetro rotacional através de três diferentes métodos (ramp up/ramp down, ramp down e viscosidade mínima). O procedimento API gerou curvas de escoamento que superestimaram (Pasta A) ou subestimaram (Pasta B) a viscosidade dentro da faixa de cisalhamento estudada. Os desvios tornam-se particulamente maiores em baixas taxas, e para Pasta B, por causa de efeitos tixotrópicos, o regime permanente não é atingido. A modificação do protocolo API investigada resultou em curvas de escoamento similares ao método de viscosidade mínima. Um novo modelo constitutivo fenomenológico irreversível é proposto para descrição reológica de pastas de cimento (voltadas para poços de petróleo) sob escoamento de cisalhamento simples. Para esse objetivo uma série de experimentos foram realizados, como taxa de deformação constante, construção e destruição da microestrutura. O modelo proposto utiliza a própria fluidez, recíproca da viscosidade, para descrever a evolução da estrutura da pasta. O efeito macroscópico do fenômeno de hidratação na reologia é introduzido por meio de uma função exponencial para tensão limite de escoamento. Todos os dez parâmetros necessários no modelo são experimentalmente obtíveis. Os resultados mostraram boa concordância entre os dados experimentais e a modelagem, embora pequenas diferenças tenham sido observadas para taxas de deformação abaixo de 7,1 s(−1). / [en] The performance of reological protocols usually employed for the rheological characterization of oil well cement slurries is investigated. To this end two cement slurries were employed, namely Paste A and Paste B. The API procedure is addressed and a modification to it is investigated. Flow curves are determined with the aid of a rotational rheometer using three different methods (ramp up/down, ramp down, and minimum-viscosity). The API procedure yielded flow curves that significantly overestimate (Paste A) or underestimate (Paste B) the viscosity throughout the whole range of shear rate. The deviations become particularly dramatic in the low end of this range and for Paste B, clearly because the steady state is not attained due to a thixotropic behavior. The investigated modification to the API procedure resulted in flow curves similar to the ones based on the minimum-viscosity method. A novel irrevesible phenomenological constitutive model is proposed to describe oil well cement slurry rheology under simple shear flow. To this end several rheological experiments were conducted, namely constant shear rate, construction and microstructural destruction experiment. The proposed model employ the fluidity itself, reciprocal of viscosity, to describe the paste s structure evolution. The macroscopical rheological effect of hydration phenomena is introduced in the model by means of a yield stress exponential function. All ten parameters needed in the model are experimentally obtainable. The present results have shown a good agreement between experimental data and modeling, albeit minor differences were observed for low shear rates below 7.1 s(−1).

A precaução com a ruína em um material geológico submetido a altas tensões é um problema bastante comum na Geotecnia. Em um túnel, por exemplo, durante a escavação, é possível gerar uma perda de equilíbrio que pode levar à ruptura, fechamento e perda do mesmo. Quando a perfuração é feita em um maciço com características de deformabilidade dependentes do tempo, a redistribuição de tensões pode levar à ocorrência de grandes deformações em longo prazo. Esse fato se deve ao comportamento de fluência (Creep) do mesmo, que se caracteriza por uma deformação lenta e contínua sobtensão e temperaturas constantes. Tendo como fundamento a modelagem para melhor compreensão e controle desses problemas, este trabalho teve inicialmente por objetivo realizar simulações da interação de maciços evaporíticos com a estrutura de suporte, durante e após a escavação de um túnel. Ao longo do trabalho, vislumbrou-se a oportunidade de ampliar seu escopo para problemas mais gerais de interação maciço-suporte, detalhando-se também a interação entre camadas primária e secundária da estrutura de concreto. Assim, incorporaram-se resultados de análises com atrito limitado entre estruturas de suporte e o maciço, e de interação através da interface de uma membrana para impermeabilização aderente às duas camadas. Essas simulações foram realizadas utilizando o programa de elementos finitos Abaqus® e, em alguns casos, levou em conta a utilização de elementos de suporte no contorno do túnel. / Geotechnical engineers have been faced with difficult problems due to failure of geological materials caused by stresses exceeding the strength. The strain around a circular tunnel during and after excavation, for example, may lead to failure due to stresses redistribution. Particularly in rock masses with time-dependent deformation properties, the new stress field can lead to large strains in the long term or even to the closure of the tunnel due to creep behavior under constant stress and temperature. This work aimed originally at simulating the interaction of concrete support structures with evaporites identifying the effects of creep phenomenon in underground excavations. During the development of the work, it was decided to extend the scope to include other phenomena related to the interaction between the first and second layers of tunnel support structures. These include partial friction or the mechanical interface of a waterproofing sprayed membrane. For the development of the present study, numerical simulation of the time-dependent interaction between support and rock masses, during and after excavation of a tunnel were carried out with the commercial FEM software Abaqus®, chosen due to its versatility for the solution of non-linear problems.

No description available.

[pt] Para uma melhor previsibilidade e gerenciamento de reservatórios de hidrocarbonetos é necessário estabelecer modelos constitutivos adequados para representar o comportamento mecânico e hidráulico desses materiais. Durante a produção de hidrocarbonetos, ocorre um aumento das tensões efetivas devido à redução de pressão de poros. Isto pode levar à redução do espaço poroso do reservatório, podendo chegar ao colapso de poros. A compactação dos reservatórios é consequência da alteração do estado de tensões, que produzem deformações elásticas e plásticas, levando eventualmente à ruptura da rocha. Sabe-se que a resistência dos carbonatos está relacionada à porosidade, mineralogia e arranjo dos grãos. Sendo que este tipo de rocha, geralmente, tem um comportamento elastoplástico com características anisotrópicas. O uso de modelos constitutivos avançados é necessário para reproduzir o complexo comportamento de tensão-deformação-permeabilidade das rochas carbonáticas. Os modelos elastoplásticos isotrópicos Lade-Kim e Cam Clay Modificado com Coesão (CCMC), são usados neste trabalho para tentar representar o comportamento geomecânico do travertino; rocha análoga a uma das fácies do Pré-Sal brasileiro. Parâmetros destes modelos para este tipo de rochas dificilmente são encontrados na literatura, sendo sua determinação dependente de ensaios de laboratório cuidadosamente realizados. O presente trabalho tem como objetivo contribuir com o estabelecimento de modelos adequados para representar o comportamento geomecânico da rocha carbonática travertino em função da porosidade. Como parte do presente trabalho foi desenvolvido um modelo anisótropico denominado CALK, baseado no modelo isotrópico de Lade-Kim. Além disso ensaios triaxiais a compressão, hidrostáticos e compressão uniaxial foram realizados em amostras da rocha carbonática travertino com diferentes orientações das camadas em relação ao eixo axial das amostras (paralelo, Beta = 90 graus; ortogonal, Beta = 0 grau; e inclinado, Beta = 45 graus). Os resultados dos ensaios foram usados para estabelecer parâmetros dos modelos constitutivos Lade-Kim e CCMC. O processo de retroanálise foi utilizado, incorporando o algoritmo Lade-Kim, desenvolvido em MATLAB 2017 e FORTRAN 90 nos algoritmos DREAM e MINPACK, respectivamente. Os resultados obtidos indicam que a metodologia proposta e o modelo CALK é capaz de representar adequadamente, o comportamento mecânico do travertino observado em laboratório. / [en] For better predictability and management of hydrocarbon reservoirs it is necessary to establish adequate constitutive models to represent the mechanical and hydraulic behavior of these materials. During the production of hydrocarbons, an increase in effective stresses occur due to the reduction of pore pressure. This can lead to a reduction in the pore space of the reservoir and may lead to pore collapse. The compaction of the reservoirs is a consequence of the alteration of the state of stress, which produce elastic and plastic deformations, eventually leading to failure of the rock. It is known that the resistance of the carbonates is related to the porosity, mineralogy and arrangement of the grains. Since this type of rock usually has an elastoplastic behavior with anisotropic characteristics. The use of advanced constitutive models is necessary to reproduce the complex stress-strainpermeability behavior of sedimentary rocks. The Lade-Kim and Modified Cam Clay with Cohesion (CCMC) isotropic models are used in this work to try to represent the geomechanical behavior of travertine; a rock analogous to one of the Brazilian Pre-Salt facies. Parameters of these models for these type of rocks are seldom found in the literature, and their determination depends on carefully performed laboratory tests. The present work aims to contribute with the establishment of adequate models to represent the geomechanical behavior of travertine carbonate as a function of porosity. As a part of the present work an anisotropic model called CALK was developed, based on the isotropic model of Lade-Kim. In addition, triaxial compression, hydrostatic and uniaxial compression tests were performed on travertine carbonate samples with different orientations of the layers in relation to the axial axis of the samples ( parallel, Beta = 90 degrees , orthogonal, Beta = 0 degrees and inclined, Beta = 45 degrees) The results of the tests were used to establish parameters of the constitutive models Lade-Kim and CCMC. The retro-analysis process was used, incorporating the Lade-Kim algorithm, developed in MATLAB 2017 and FORTRAN 90, to the DREAM and MINPACK algorithms, respectively. The results indicate that the proposed methodology and the CALK model are able to adequately represent the mechanical behavior of the travertine observed in the laboratory.

[pt] Historicamente é sabido que muitas das rupturas ocorridas em barragens ou taludes naturais podem ser atribuídas ao fenômeno da liquefação de solos arenosos, causada pela ação de carregamentos dinâmicos gerados por explosão ou, mais freqüentemente, por terremotos. Quando liquefação ocorre, um súbito aumento da poropressão faz decrescer a resistência ao cisalhamento do solo e sua capacidade de suportar pontes e edifícios é significativamente reduzida. Solo liquefeito também pode exercer altas pressões sobre estruturas de contenção, causando inclinações da mesma e movimentos do solo que, por sua vez, originam recalques e destruição de estruturas localizadas sobre a superfície do terreno. O termo liquefação tem sido empregado para descrever fenômenos relacionados, que produzem efeitos similares, mas cujos mecanismos de formação são bastante diferentes. Estes fenômenos são modernamente descritos como fluxo por liquefação e mobilidade cíclica. Fluxo por liquefação é o fenômeno no qual o equilíbrio estático é destruído por carregamentos estáticos ou dinâmicos em um depósito de solo com baixa resistência residual. Colapsos causados por fluxo por liquefação são freqüentemente caracterizados por movimentos rápidos e de grande extensão. Mobilidade cíclica, por outro lado, é causada por carregamentos cíclicos em solos sob tensões cisalhantes estáticas inferiores à resistência ao cisalhamento do material, com as deformações desenvolvendo-se gradualmente. A execução de barragens de rejeito usando a técnica de construção à montante pode levar à ocorrência de liquefação estática se a velocidade de construção for suficientemente alta para causar o desenvolvimento de excessos de poropressão. A resposta de liquefação pode ser observada em amostras de solo fofo quando as tensões de cisalhamento atingem um pico seguido por uma fase de amolecimento aparente que, no caso de carregamento não drenado, é associado com a tendência do material em contrair de volume. Para alguns estados iniciais, a parte descendente da resposta do material pode ser seguida por uma fase crescente que se atenua à medida que o estado permanente ou crítico for atingido. Nesta dissertação, a modelagem da resposta de liquefação por carregamento estático, foi feita considerando-se modelos propostos na literatura por Juárez-Badillo (1999b) e Gutierrez e Verdugo (1995). Este último, principalmente após modificação introduzida pela dependência de alguns parâmetros em relação à tensão de confinamento, levou a resultados bastante satisfatórios nas retroanálises consideradas, apesar da relativa simplicidade da formulação. / [en] Historically it is known that many failures in earth dams and natural slopes can be attributed to the phenomenon of sand liquefaction, caused by dynamic loads generated by earthquake shaking or other rapid loading, such as blasts. When liquefaction occurs, the strength of the soil decreases and its ability to support foundations for buildings and bridges is significantly reduced. Liquefied soil can also exerts higher pressure on retaining walls, which can cause them to tilt or slide, yielding settlement of the retained soil with risks of destruction of structures on the ground surface. The term liquefaction has actually been used to describe a number of related phenomena, which produce similar effects but whose mechanisms are quite different in nature. These phenomena can be divided into two main categories: flow liquefaction and cyclic mobility. Flow liquefaction is a phenomenon in which the static equilibrium is destroyed by static or dynamic loads in a soil deposit with low residual strength. Failures caused by flow liquefaction are often characterized by large and rapid movements. Cyclic mobility, on the other hand, is a liquefaction phenomenon triggered by cyclic loading, occurring in soil deposits with static shear stresses lower than the soil strength. Deformations due to cyclic mobility develop incrementally because of static and dynamic stresses that exist during an earthquake. The rising of tailing dams using the upstream construction technique can lead to static liquefaction failure if the rate of construction is sufficiently high to cause excess pore pressure to develop in the tailings. The liquefaction response is observed for loose specimens when the shear stress exhibits a peak followed by a phase of apparent softening that, in undrained loading, is associated with the tendency of the material to contract (densify). For some initial loading states, the descending part of the response is followed by an increasing part, leveling-off eventually when the material reaches the final, critical (steady) state. In this thesis, the modeling of the phenomenon of static liquefaction is carried out considering the constitutive models proposed in the literature by Juárez-Badillo (1999b) and Gutierrez & Verdugo (1995). The latter, mainly after introducing the assumption that some material parameters are stress dependent and not simple constants, as in the original version, produced good matching between experimental and predicted results, in spite the simplicity of the mathematical formulation.

<div>Underground structures must be able to support static overburden loads, as well as to accommodate additional deformations imposed by seismic motions. Progress has been made in the last few years in understanding the soil-structure interaction mechanisms and the stress and displacement transfer from the ground to the structure during a seismic event. It seems well established that, for most tunnels, the most critical demand to the structure is caused by shear waves traveling perpendicular to the tunnel axis. Those waves cause distortions of the cross section (ovaling for a circular tunnel, and racking for a rectangular tunnel) that result in axial forces (thrusts) and bending moments. While all this has been well-studied for structures placed in linear-elastic ground, there is little information regarding the behavior of buried structures placed in nonlinear ground, especially under undrained conditions, i.e., when excess pore pressures generate and accumulate during the earthquake.</div><div><br></div><div><div>Two-dimensional dynamic numerical analyses are conducted to assess the seismic response of deep circular tunnels located far from the seismic source, under drained or undrained loading conditions. It is assumed that the liner remains elastic and that plane strain conditions apply. </div><div> A new cyclic nonlinear elastoplastic constitutive model is developed and verified, to simulate the nonlinear behavior and excess pore pressures accumulation with cycles of loading in the ground. The results of the numerical analyses show negligible effect of input frequencies on the normalized distortions of a tunnel for input frequencies smaller than 5 Hz (the distortions of the tunnel are normalized with respect to those of the free field); that is, for ratios between the wavelength of the seismic input and the tunnel opening larger than about eight to ten. The results also show that undrained conditions, compared with drained conditions, tend to reduce deformations for flexible liners and increase them for stiffer tunnels, when no accumulation of pore pressures with cycles of loading is assumed. However, when pore pressures increase with the number of cycles, the differences in distortions between drained and undrained loading are reduced, i.e., the normalized distortions increase for flexible and decrease for stiff tunnels, compared to those with drained conditions. </div></div><div><br></div><div><div>Undrained loading produces larger thrust in the liner than drained loading for stiff tunnels with flexibility ratio F ≤ 2.0.</div><div>For more flexible tunnels with F > 2.0, the behavior is the opposite, i.e., smaller axial forces are obtained for undrained loading than for drained loading. Including excess pore pressure accumulation does not introduce significant changes in the axial forces of the liner, irrespective of the flexibility of the tunnel, compared to those obtained from undrained loading without pore pressure accumulation.</div><div>The drainage loading condition (drained or undrained) or the magnitude of the free-field excess pore pressures during undrained loading do not affect the normalized bending moments for flexible tunnels, with F ≥ 2. For stiffer tunnels, with F < 2, the normalized bending moments increase from drained to undrained loading, and with the free field excess pore pressures.</div></div><div><br></div><div><div>It is found that the tunnel’s response is determined by the load on the liner, or by the distortions of the cross section, depending on the flexibility ratio. For stiff structures, with F ≤ 2.0, important axial forces and bending moments are produced in the structure, with larger magnitudes for the undrained case; while the distortions of the cross section are very small. When the tunnel becomes more flexible, the loading on the liner decreases, but the distortions of the cross section start to be important. For flexible structures with initial F ≥ 10 (for the cases investigated), the performance is largely determined by the distortions of the cross section, while the axial forces and bending moments are almost negligible. Such distortions are drastically affected by the drainage loading condition and by the magnitude of pore pressures in the free field. </div></div><div><br></div>

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.

Tunnelling in urban areas causes short-term and long-term ground movements under existing buildings. Finite element analysis provides a useful option for assessing the likely extent of damage induced in these buildings. Although finite element analysis is suggested to be used in the later phases of the building damage assessment procedures employed in practice, only the effect of short-term ground movements is typically considered and there are no detailed guidelines on the specification and complexity of the modelling. This thesis addresses the tunnel-soil-building interaction problem and the effect of long-term consolidation, as well as demonstrating the application of 3D finite element analysis with appropriate simplifications for practical assessment purposes. Finite element models are developed to quantify the effect of shallow tunnelling on an example masonry building founded on strip footings, considering both single- and twin-tunnel scenarios in a typical London soil profile. Total stress and effective stress analyses are adopted with specific modelling procedures to focus on the short-term and long-term response respectively. The analyses use a non-linear model for the masonry, and allow slippage and gapping at the soil-footing interface. Two advanced constitutive models for the soil (the extended Mohr-Coulomb model and the modified two-surface kinematic hardening model) are implemented with customized stress update schemes. The finite element results present the interaction between the soil and the building by comparing with the greenfield ground response. The horizontal coupling between the foundation and the ground is shown to be relatively weak. The dominant deformation mode of the building varies with the tunnel configuration (i.e. single or twin tunnels) and the tunnel eccentricity. Strain localization is found around the explicitly modelled window and door openings. The long-term consolidation is sensitive to the permeability of the tunnel lining. The building response to long-term ground movements is further affected by the tunnel-tunnel interaction in the case of twin-tunnel configuration. Performing 3D analysis of a single facade and foundation provides useful damage predictions, without the need to model a complete building. The proposed result processing methods such as characteristic strain and damage bar chart are practical tools for assessment. The study highlights some limitations of the elastic beam assessment method, which is often adopted in the early phase of the damage assessment process.

ABSTRACT 3-D SOIL STRUCTURE INTERACTION ANALYSES OF THREE IDENTICAL BUILDINGS IN SAKARYA CITY AFTER 17 AUGUST 1999 KOCAELI EARTHQUAKE &Uuml / nal,Orhan M.S., Department of Civil Engineering, Supervisor: Assist. Prof. Dr Kemal &Ouml / nder &Ccedil / etin October 2003, 116 Pages The aim of this study is to analyze the soil structure interaction of three identical buildings on &ordf / ahinler Street of Sakarya city which had no damage to heavy damage after the Kocaeli (1999) earthquake. For the purpose of 3-D dynamic nonlinear analysis of the soil site and the overlying structures, Flac3D software was chosen as the numerical modeling framework. Soil properties were determined by using the results of available site investigation studies. A three dimensional mesh was created to represent the topographic and geometric constraints of the problem. Linearly elastic perfectly plastic constitutive model was implemented to model the soil behavior. The results of 3-D dynamic numerical analyses in the forms of acceleration, displacement, strain, stress and pore pressure were presented. The higher acceleration, strain and stress levels calculated under the collapsed building can be attributed as the major cause of poor performance of the structure.

This thesis presents a whole-embryo finite element model of neurulation -- the first of its kind. An advanced, multiscale finite element approach is used to capture the mechanical interactions that occur across cellular, tissue and whole-embryo scales. Cell-based simulations are used to construct a system of constitutive equations for embryonic tissue fabric evolution under different scenarios including bulk deformation, cell annealing, mitosis, and Lamellipodia effect. Experimental data are used to determine the parameters in these equations. Techniques for obtaining images of live embryos, serial sections of fixed embryo fabric parameters, and material properties of embryonic tissues are used. Also a spatial-temporal correlation system is introduced to organize and correlate the data and to construct the finite element model. Biological experiments have been conducted to verify the validity of this constitutive model. A full functional finite element analysis package has been written and is used to conduct computational simulations. A simplified contact algorithm is introduced to address the element permeability issue. Computational simulations of different cases have been conducted to investigate possible causes of neural tube defects. Defect cases including neural plate defect, non-neural epidermis defect, apical constriction defect, and convergent extension defect are compared with the case of normal embryonic development. Corresponding biological experiments are included to support these defect cases. A case with biomechanical feedbacks on non-neural epidermis is also discussed in detail with biological experiments and computational simulations. Its comparison with the normal case indicates that the introduction of biomechanical feedbacks can yield more realistic simulation results.