The objective of this research was to apply a previously recommended laboratory testing protocol to specific aggregate base materials that are also the subject of ongoing full-scale field testing. The scope of this research involved three aggregate base materials selected from three sites where full-scale field testing programs have been established. The first and second field sites included five different geogrid types, categorized as either biaxial or triaxial, in a singlelayer configuration, while the third site included only the triaxial geogrid type in either a singleor double-layer configuration. Geogrid-stabilized and unstabilized control specimens were evaluated using the American Association of State Highway and Transportation Officials T 307 quick shear testing protocol. Measurements of load and axial displacement were recorded and used to develop a stress-strain plot for each specimen tested. The peak axial stress, the modulus to the peak axial stress, the modulus of the elastic portion of the curve, and the modulus at 2 percent strain were then calculated. Statistical analyses were performed to investigate differences between geogridstabilized specimens and unstabilized control specimens and to investigate differences between individual geogrid products or geogrid configurations. Depending on the method of data analysis, the quick shear test results indicate that geogrid stabilization, with the effect of geogrid stabilization averaged across all of the geogrid products evaluated in this study, may or may not improve the structural quality of the aggregate base materials evaluated in this study. The results also indicate that, regardless of the method of analysis, one geogrid product or configuration may be more effective than another at improving the structural quality of a given aggregate base material as measured using the quick shear test. All results from this research are limited in their application to the aggregate base material types, geogrid products, and geogrid configurations associated with this study. Additional research is needed to compare the results of the laboratory quick shear testing obtained for this study with the structural capacity of the geogrid-stabilized and unstabilized control sections that have been constructed at corresponding full-scale field testing sites. Specifically, further research is needed to determine which method of laboratory data analysis yields the best comparisons with field test results. Finally, correlations between the results of quick shear testing and resilient modulus need to be investigated in order to incorporate the findings of the quick shear test on geogrid-stabilized base materials into mechanistic-empirical pavement design.

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L'objectif technique majeur de cette thèse se rapporte au développement d'un outilde simulation numérique fiable et robuste adapté à la maîtrise et la connaissance dufonctionnement mécanique des ouvrages géotechniques. Cet outil de simulation doitnotamment permettre une maîtrise des scénarii les plus pénalisants pour leur tenue,notamment sous l'aléa sismique.La qualité des résultats d'un tel outil dans le cadre de la méthode des éléments finisest fonction du modèle de comportement utilisé, de la qualité de l'intégration dumodèle et de sa résolution numérique. Dans le cadre de ce travail, le modèleélastoplastique de comportement cyclique des sols de l'ECP (dit de Hujeux) a étéintroduit dans Code_Aster selon un schéma d'intégration implicite, permettant ainsiune représentation fine et précise des phénomènes mis en jeu durant l'aléasismique. Ce modèle possède également l'avantage d'être adapté au comportementde différents types de sols dans le cadre des milieux poreux sous l'hypothèse despetites déformations. Après validation sur des chemins de chargement variés, lemodèle est à présent utilisé pour la simulation de la construction par couches, de lamise en eau et de la tenue sismique de barrages en terre.Le caractère non standard et adoucissant de ce modèle conduit à mettre en oeuvredes techniques de régularisation pour résoudre le problème de dépendancepathologique des résultats aux maillages lors de l'apparition de modes de ruinelocalisée. Le modèle de second gradient de dilatation est utilisé en complément aumodèle de comportement de Hujeux pour contrôler la largeur des bandes delocalisation apparaissant sur les structures étudiées. La prise en compte d'unecinématique enrichie permet de rendre objectives aux maillages les réponses desstructures durant leur phase d'adoucissement mais n'instaure pas l'unicité dessolutions aux problèmes posés suite aux instabilités. Dans le cadre d'essaisbiaxiaux drainés sur des matériaux dilatants exprimés au sein des milieux dusecond gradient de dilatation, il est apparu une dépendance de la largeur desbandes de cisaillement à l'état de contraintes initial en plus des propriétés desmatériaux.A partir d'un exemple analytique d'une bande de matériau cisaillée, cettedépendance a pu être exprimée, comparée et maîtrisée en fonction des paramètresde régularisation par rapport aux résultats des simulations numériques. L'extensionde cette approche à un cas de stabilité de pente sous chargement d'une fondationsuperficielle a ensuite été entrepris. La dépendance des largeurs de bandes à l'étatde contraintes initial est apparue comme un élément clé de la maîtrise du couplageentre le modèle de second gradient de dilatation et les modèles de type Cam-Clay

De nombreux ouvrages géotechniques sont réalisés en associant à un sol des nappes polymères appelées géosynthétiques. Leur comportement mécanique est largement régi par les mécanismes d'interface sol-géosynthétique - avec d'importants déplacements relatifs - et caractérisé par une grande déformabilité. Les approches de type "milieu continu" posant dans ce cas des problèmes importants, on propose une modélisation par la méthode des éléments discrets (DEM), dans laquelle le sol est représenté par un assemblage de particules bidimensionnelles. Si la DEM permet bien de résoudre certains des problèmes rencontrés par les approches de type "milieu continu", elle pose aussi de nouvelles questions. Comment caler les paramètres micromécaniques du modèle (lois de contact entre particules) quand le comportement du sol est exclusivement caractérisé à l'échelle macroscopique ? Et comment modéliser un géosynthétique avec des éléments initialement destinés à l'étude des milieux granulaires ? Pour répondre à la première question, nous proposons ici une approche par "analogie macroscopique". Des essais biaxiaux de compression sont simulés pour calibrer le modèle, déduire des lois d'échelle, et déterminer des paramètres micromécaniques tels que le comportement macroscopique induit approche celui du sol réel. Faute de réponse satisfaisante à la deuxième question, nous développons un modèle spécifiquement destiné à simuler le comportement des géosynthétiques (modèle DSEM). Le couplage DEM-DSEM peut ensuite être appliqué à l'étude des ancrages géosynthétiques en tranchées, ouvrages pour lesquels des méthodes de dimensionnement fiables font défaut. On montre par comparaison avec des essais en vraie grandeur que les résultats des simulations sont satisfaisants tant sur le plan qualitatif que quantitatif. L'analyse des mécanismes de rupture simulés permet d'expliquer les déficiences des méthodes de dimensionnement actuelles et, finalement, de proposer des expressions analytiques mieux adaptées.

Les procédés de mise en forme de corps creux plastiques, tels que le moulage par soufflage et le thermoformage) mettent en jeu des phénomènes de déformations viscoélastiques des polymères à haute température. Dans le cadre de la simulation numérique par déments finis de ces procédés) la connaissance du comportement structurel non-linéaire de ces polymères est donc primordiale. Dans ce contexte, nous avons réalisé un montage expérimental de soufflage de membranes planes permettant la reproduction des états de déformations biaxiaux rencontrés lors des procédés. Une campagne d'essais de soufflage sous débit constant d'air a ainsi pu être menée sur l' ABS (Acrylonitrile butadiène styrène), ce qui nous a permis de mettre en évidence le caractère viscoélastique de ce matériau ainsi que l'importance de l'évolution de la pression à l'intérieur de la bulle. De plus, les constantes de diverses lois de comportement hyperélastiques et viscoélastiques non-linéaires ont été identifiées avec succès à partir de ces essais. Dans un second temps, nous avons développé un code de calcul par éléments finis pour simuler ces procédés, en y implantant les lois de comportement précédentes. La paraison est modélisée par des éléments finis de membrane triangulaires à trois noeuds et la formulation du problème est dynamique. Le contact entre les parois du moule et la paraison est supposé collant. Pour la résolution, nous utilisons un schéma d'intégration temporelle explicite. De plus, un module de raffinement de maillage prenant en considération les changements de géométrie a été développé. Pour une meilleure prise en compte du contexte industriel, il est possible d'imposer à la paraison un débit d'air plutôt qu'un chargement en pression. Des comparaisons avec des résultats semi-analytiques et expérimentaux ont permis de valider cet outil.

This work investigates the effects of post-fabrication applied mechanical tensile strain on Silicon (Si) Bipolar Junction Transistor (BJT) and Silicon-Germanium (SiGe) Heterojunction Bipolar Transistor (HBT) devices. Applied strain effects on MOSFET transistors are being heavily explored, both in academia and industry, as a possible alternative to dimensional scaling. This thesis focuses on how strain affects Si BJT and SiGe HBTs, where tensile strain is applied after the Integrated Circuit (IC) fabrication has been completed, using a unique mechanical method. The consequence of both biaxial and uniaxial strain application has been examined in this work. Chapter I gives a short introduction to the scope of this work, the motivation for conducting this research and the contributions of this experiment. Chapter II entails a brief discussion on Si bipolar and SiGe heterojunction bipolar device physics, which are key to the understanding of strain induced effects. Chapter III provides a thorough summary of the current state of research regarding applied strain, also known as Strain Engineering. It covers different types, orientations, and application techniques of strain. Chapter IV, highlights the details of this experiment, and also presents the measured results. It is observed that for this particular method of biaxial tensile strain application, the collector current (IC) and current gain degrades for both Si BJT and SiGe HBT. Base current (IB) decreases in Si BJT, though it increases for SiGe HBT after strain. Little or no change is noticed in the dynamic or ac small-signal characteristics like unity-gain cutoff frequency (fT) and base resistance (rBB) after strain. Uniaxially strained SiGe HBT samples showed similar results as the biaxial strain. This chapter also attempts to explain the origin of these strain induced changes. Chapter V, summarizes the finding of this experiment, and concludes the thesis with some future directions for this research.

A macroelement is developed for soil-structure interaction analyses of piles in liquefiable soils, which captures efficiently the fundamental mechanisms of saturated granular soil behavior. The mechanical model comprises a nonlinear Winkler-type model that accounts for soil resistance acting along the circumference of the pile, and a coupled viscous damper that simulates changes in radiation damping with increasing material non-linearity. Three-dimensional (3D) finite element (FE) simulations are conducted for a pile in radially homogeneous soil to identify the critical parameters governing the response. The identified parameters, i.e., hydraulic conductivity, loading rate of dynamic loading, dilation angle and liquefaction potential are then expressed in dimensionless form. Next, the macroelement parameters are calibrated as a function of the soil properties and the effective stress. A semi-empirical approach that accounts for the effects of soil-structure interaction on pore pressure generation in the vicinity of pile is used to detect the onset of liquefaction. The predictions are compared with field data obtained using blast induced liquefaction and centrifuge tests and found to be in good agreement. Finally, the macroelement formulation is extended to account for coupling in both lateral directions. FEM simulations indicate that response assuming no coupling between the two horizontal directions for biaxial loading tends to overestimate the soil resistance and fails to capture features like 'apparent negative stiffness', 'strain hardening' and 'rounded corners'.

Submitted by Emanuel Varela Cardoso (emanuel.varela@ufcg.edu.br) on 2018-08-17T19:19:40Z No. of bitstreams: 1 WALTER BELARMINO DA SILVA FILHO – DISSERTAÇÃO (PPGEM) 2017.pdf: 7502952 bytes, checksum: ae7fd33b1f96a68780e718b129b40e97 (MD5) / Made available in DSpace on 2018-08-17T19:19:40Z (GMT). No. of bitstreams: 1 WALTER BELARMINO DA SILVA FILHO – DISSERTAÇÃO (PPGEM) 2017.pdf: 7502952 bytes, checksum: ae7fd33b1f96a68780e718b129b40e97 (MD5) Previous issue date: 2017-11-30 / O presente estudo documentado neste trabalho buscou o desenvolvimento, a partir das soluções apresentadas na literatura, de um dispositivo para a realização de ensaio de tração biaxial. Inicialmente realizado um estudo que foi condensado em um quadro de informações e posteriormente extraído os dados que serviram como base para o projeto. Aplicando a metodologia de projeto e analisado os dados iniciais, foi escolhido um dispositivo a ser acoplado em uma máquina de tração convencional, devido à facilidade na aplicação. Seguindo a metodologia, teve a etapa de projeto informacional, projeto conceitual, projet o preliminar, projeto detalhado, fabricação e teste. O teste do protótipo foi realizado com corpo de prova em formato de cruz segundo a norma ISO 16842:2014. Sendo possível o desenvolvimento de um dispositivo de ensaio biaxial baseado no mecanismo apresentado por Rohr, Harwick e Nahme para ser acoplado em uma máquina de ensaio de tração universal e utilizando um corpo de prova cruciforme. / The present study, which was documented in this paper, sought to develop a device for conducting a biaxial traction test using the solutions presented in the literature. Initially conducted a study that was condensed into an information frame and subsequently extracted the data that served as the basis for the project. Applying the design methodology and analyzing the initial data, a device to be coupled to a conventional traction machine was chosen due to its ease of application. Following the methodology, had the stage of informational design, conceptual design, preliminary design, detailed design, fabrication and testing. The prototype test was performed with a cross-shaped test piece according to ISO 16842: 2014. It is possible to develop a biaxial test device based on the mechanism presented by Rohr, Harwick and Nahme to be coupled to a universal traction test machine and using a cruciform test body.

A ABNT NBR 6118:2014 – Projeto de Estruturas de Concreto apresenta quatro métodos para dimensionamento de pilares, sendo necessário o uso de envoltórias de momentos quando houver flexão composta oblíqua. Devido à complexidade, não se considera de forma adequada a não linearidade física, a verificação de flexão composta oblíqua e as imperfeições geométricas locais. Este trabalho apresenta diretrizes para o dimensionamento de pilares retangulares de concreto com armadura simétrica, submetidos à flexão composta oblíqua, empregando-se as envoltórias mínimas e resistentes para verificação da armadura. São feitas análises de como as não linearidades influem no estado-limite último de instabilidade e como elas devem ser consideradas nos métodos de dimensionamento. São indicadas duas situações que podem ser críticas para o pré-dimensionamento. São elaborados roteiros para determinação das envoltórias solicitantes, para cada método de dimensionamento, e das envoltórias resistentes, por meio do cálculo direto ou com o uso de ábacos para flexão composta normal. Há, também, dois apêndices, um sobre a determinação dos diagramas momento fletor – força normal – curvatura para qualquer tipo de seção, e outro sobre obtenção dos diagramas de interação (Nu, Mu), construção de ábacos para flexão composta normal e definição da taxa mecânica de armadura ω, sem o uso de ábacos para concretos de classe até C50. Concluindo, este trabalho constitui uma bibliografia atualizada para o projeto de pilares seguros e economicamente viáveis, esclarecendo conceitos tais como momento fletor resistente, envoltórias solicitantes e resistentes e utilização das não linearidades nos métodos de dimensionamento. / The Brazilian Code ABNT NBR 6118:2014 – Design of concrete structures presents four methods for columns dimensioning, requiring the use of envelopment of moments when there is biaxial bending. Due to complexity, do not accurately consider physical nonlinearity, biaxial bending and local geometric imperfections. This work presents guidelines for the design of concrete rectangular columns with symmetrical reinforcement, subjected to biaxial bending, employing the minimum and resisting envelopment curves for the verification of the reinforcement. Analysis are made of how nonlinearities influence in the ultimate limit state of instability and how they should be considered in design methods. Two situations are indicated that can be critical for the pre-dimensioning of the reinforcement. Procedures are developed to determine the envelopment of acting moments, for each design method, as well as the envelopment of resisting moments by means of either direct method or use of abacuses for eccentrical compression. There is also two appendixes, one about the determination of the diagrams bending moment – normal force – curvature for any kind of section, and another one about getting interaction diagrams (Nu, Mu), construction of abacuses for eccentrical compression and definition of ω, the reinforcement mechanical rate, without the use of abacuses for C50 concrete class or below. In conclusion, this constitutes an updated bibliography for the safe and economically viable columns project, clarifying concepts such as resistant moment, envelopments of acting and resisting moments, and the use of nonlinearities in the design methods.

Submitted by Renata Lopes (renatasil82@gmail.com) on 2016-02-11T17:37:47Z No. of bitstreams: 1 yasmineappesmota.pdf: 3142094 bytes, checksum: f48a3614a163468ff68dfebd6bb44c3d (MD5) / Approved for entry into archive by Adriana Oliveira (adriana.oliveira@ufjf.edu.br) on 2016-02-26T12:05:50Z (GMT) No. of bitstreams: 1 yasmineappesmota.pdf: 3142094 bytes, checksum: f48a3614a163468ff68dfebd6bb44c3d (MD5) / Made available in DSpace on 2016-02-26T12:05:50Z (GMT). No. of bitstreams: 1 yasmineappesmota.pdf: 3142094 bytes, checksum: f48a3614a163468ff68dfebd6bb44c3d (MD5) Previous issue date: 2014-08-26 / CAPES - Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / Este estudo avaliou a influência do envelhecimento hidrotérmico e da fadiga mecânica sobre a resistência à flexão de cerâmicas de zircônia YTZ-P. Foram confeccionados discos (ISO 6872, diâmetro: 12 mm e espessura: 1,2 mm) a partir de blocos de cerâmicas de zircônia parcialmente estabilizadas por ítria (Emax ZirCAD e ICE Zirkon Translucent) pré-sinterizados. Posteriormente, os discos foram divididos em quatro grupos (n=10) de acordo com o tratamento realizado: 1- controle (sem envelhecimento); 2- ciclagem mecânica (2 x 106 e carga de 200 N); 3- autoclave (134ºC, 24 horas, 2 bar); autoclave (134ºC, 24 horas, 2 bar) mais ciclagem mecânica (2 x 106 e carga de 200 N). Para determinar a quantidade e a profundidade de possíveis transformações de fase da zircônia (te-mo) induzida pela ciclagem mecânica e/ou pela autoclave, foi realizada a análise de difração de Raios X. A microscopia de força atômica foi utilizada para mensurar a rugosidade da superfície das amostras. O tamanho médio dos grãos foi quantificado por meio de microscopia eletrônica de varredura. Em seguida, todas as amostras foram submetidas ao ensaio de resistência à flexão biaxial (ISO 6872) em máquina de ensaio universal (EMIC, V=1 mm/min). Após ensaio de flexão, os dados obtidos (MPa) foram submetidos à Análise de Variância (2 fatores) e ao teste de Tukey (5%). Os resultados demonstraram que os valores de resistência à flexão biaxial das amostras controle Emax ZirCAD e ICE Zirkon foram de 779,961±114,065a MPa e 716,502±185,732a MPa, respectivamente. A ciclagem mecânica não alterou os valores de resistência à flexão das cerâmicas Emax ZirCAD (719,706±130,781a MPa) e ICE Zirkon (743,961±119,150a MPa). Após o envelhecimento em autoclave houve um aumento da resistência à flexão das cerâmicas Emax ZirCAD (848,07±75,859b MPa) e ICE Zirkon (936,47±120,907b MPa). As médias de resistência para os grupos autoclave/ciclagem Emax ZirCAD (867,26±49,301b MPa) e ICE Zirkon (865,51±108,893b MPa) foram semelhantes aos seus respectivos grupos autoclave. Adicionalmente, os grupos autoclave e autoclave mais ciclagem mecânica foram os que exibiram as maiores porcentagens de transformação de fase da zircônia de tetragonal para monoclínica, profundidade de transformação de fase e maiores valores de rugosidade média. O estudo concluiu que a ciclagem mecânica não influenciou significativamente os valores de resistência à flexão das duas cerâmicas estudadas, porém a degradação em baixa temperatura em autoclave aumentou os valores de resistência à flexão biaxial. As duas cerâmicas analisadas exibiram comportamentos semelhantes frente aos tratamentos realizados. / This study evaluated the influence of different aging methods on the biaxial flexural strength in YTZ-P zirconia ceramics. Discs specimes (12 mm, thickness: ISO 6872, diameter 1.2 mm) were made from blocks of partially yttria-stabilized zirconia ceramics (Emax ZirCAD and Zirkonzah) pre sintered. Subsequently, the discs were divided into four groups (n = 10) according to the treatments performed: 1 - control (no aging); 2 - mechanical cycling (2 x 106 and load 200 N); 3 - autoclave (134°C, 24 hours, 2 bar); autoclave (134°C, 24 hours, 2 bar) with mechanical cycling (2 x 106 and 200 N). To determine the percentage and depth of possible zirconia transformations (te-mo) induced by mechanical cycling and/or autoclave, the analysis of X-ray diffraction was performed. The atomic force microscopy was used to measure surface roughness. The average grain size was measured by scanning electron microscopy. After, all specimens were tested for biaxial flexural strength (ISO 6872) in a universal testing machine (EMIC). The data were submitted to statistical tests ANOVA and Tukey (5%). The results showed that values of biaxial flexure strength of control samples Emax ZirCAD and ICE Zirkon were 779.961 ± 114.065a MPa and 716.502 ± 185.732 a MPa, respectively. Mechanical cycling did not altered the values of flexural strength of ceramics Emax ZirCAD (719.706 ± 130.781a MPa) and ICE Zirkon (743.961 ± 119.150 a MPa). After aging in autoclave there was an increase in flexural strength of ceramics Emax ZirCAD (848.07 ± 75.859b MPa) and ICE Zirkon (936.47 ± 120.907 b MPa). The average strengths for the groups autoclave/mechanical cycling ZirCAD Emax (49.301 MPa ± 867.26 b) and ICE Zirkon (108.893 ± 865.51 b MPa) were similar to their respective groups autoclave. Additionally, autoclave and autoclave/mechanical cycling groups exhibited the highest percentages phase transformation of tetragonal to monoclinic, phase transformation depth and higher values of roughness. The study concluded that mechanical cycling did not significantly altered the values of flexural strength of two ceramics studied, but degradation in low temperature in autoclave increased the values of biaxial flexure strength. Both ceramics analyzed exhibited similar behavior to the treatments performed.