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This paper presents a new purely viscoplastic soil model based on the subloading surface concept with a mobile centre of homothety, enabling the occurrence of viscoplastic strains inside the yield surface and avoiding the abrupt change in stiffness of the traditional overstress viscoplastic models. This is required for overconsolidated soils. The model is formulated to reproduce the soil rate-dependent behaviour under cyclic loading (changes in loading direction) and incorporates both initial and induced anisotropy, as well as destructuring. The model shows good qualitative response to some imposed three-dimensional stress paths under quasi-inviscid (elastoplastic) behaviour. Some of the main time-dependent aspects of soil behaviour that the model is capable of reproducing were also illustrated. The capability of the model to adequately reproduce the results from an undrained triaxial test performed on stiff overconsolidated clays from the Lisbon region (Formação de Benfica), with an unloading

RESUMONuma construção pré-esforçada a armadura é uma componente da ancoragem dominante na segurança dos elementos suportados. A armadura pode ser de vários tipos. No mercado existem diversas tecnologias e sistemas, pelo que a armadura deve ser seleccionada em conformidade com as cargas e com o disposto pelos documentos regulamentares e normativos. A sua durabilidade reveste-se de importância vital na longevidade da obra, sendo necessária protecção contra a corrosão. O comportamento do aço de pré-esforço relativamente à corrosão depende: da qualidade das caldas de injecção; do grau de preenchimento das bainhas; do recobrimento da armadura e das cabeças. A função das ancoragens e o tempo de vida da estrutura ancorada têm uma implicação directa na tecnologia a implementar. Construída a ancoragem, verifica-se o seu comportamento mecânico com ensaios de carga, para avaliar e verificar se as exigências de projecto são respeitadas.

A avaliação da adequabilidade de uma ancoragem é inferida dos deslocamentos registadosdurante um ensaio de carga incluindo os deslocamentos de fluência que são mobilizados duranteos patamares de carga que são predefinidos para o ensaio. Recentemente, Salgado e Carvalho(2008) e Carvalho (2009) mostram que através da modelação simplificada do ensaio de umancoragem, utilizando o modelo hiperbólico, é possível obter também, destes ensaios,parâmetros representativos do comportamento de tensão - deformação da interface entre o bolbode selagem e o terreno envolvente nomeadamente o módulo máximo de distorção, Gmax e atensão máxima de corte da interface. Neste documento apresenta-se um resumo da metodologiae a sua aplicação a um caso prático

In this paper, an immersed tunnel case-study, corresponding to a third Tagus river crossing,supported on liquefiable alluvial sands, is presented. Laboratory testing, namely monotonicdrained triaxial tests and cyclic undrained torsional tests, is described. Moreover, a constitutivemodel, as well as the numerical work, essential to its calibration and to identify its most relevantparameters, are presented. Model parameters, their respective reference values and testsperformed to determine directly most of the parameters, are introduced. A parameter sensitivityanalysis, conducted through numerical simulation of triaxial monotonic drained tests, is defined.Furthermore, a parameter sensitivity analysis through numerical simulation of cyclic undrainedtorsional tests, implemented both for the pre-liquefaction and liquefaction phases, is described.Finally, some parameters are determined by fitting the model to the laboratory results.

The complex nature of soil behaviour must be modelled with advancedconstitutive models. However, some difficulties can be highlighted that hinder the use and the development of advanced constitutive soil models in geotechnical research andpractice: the objective evaluation of the performance of model variants, the objectivecomparison between different models, the information on the effect of individualparameters (material model constants and initial values of internal variables) on themodel

In this paper, the numerical work that has been done to calibrate the Manzari-Dafalias model and to identify its more relevant parameters is presented. The model parameters, their respective reference values and the tests that were performed to determine most of the parameters are introduced. A parameter sensitivity analysis through numerical simulation of a triaxial monotonic drained test, using an OpenSees model with a single 1x1x1 m3 SSPbrickUP 3D element, is described and the results analyzed. The sensitivity analysis is conducted for each parameter individually, for several pairs of physically related parameters and of the most relevant ones. It is considered the final influence upon the peak values of the shear strain, shear stress ratio and dilatancy and upon the critical state volumetric strain.Furthermore, a parameter sensitivity analysis through numerical simulation of a cyclic undrained torsional test is implemented, both for the pre-liquefaction and liquefaction phases. In the former, the variation of some response parameters (namely the damping ratio, the shear modulus, the shear stress amplitude, the average shear stress, the shear strain amplitude and the average p) with the model parameters is evaluated for three different cycles.

This paper presents a thermo-viscoplastic subloading soil model with a mobile centre of homothety. The model is formulated to describe the influ-ence of non-isothermal conditions on the stress-strain-time behaviour of soils and is restricted to isotropic stress and strain conditions. Numerical simula-tions of three isotropic drained heating tests at constant isotropic effective stress for different overconsolidation ratios were performed. The model was able to accurately reproduce the experimental results.

This paper illustrates the capability of a new viscoplastic subloading model to reproduce the strain rate change effects. The viscoplastic subloading model used is based on the subloading surface concept with a mobile centre of homothety, enabling the occurrence of viscoplastic strains inside the yield surface. An undrained triaxial compression test performed on a normal consolidated reconstituted London Clay is modelled. The results show that this model is able to reproduce the strain rate change effects

This paper presents a viscoplastic overstress soil model that incorporates thesubloading surface concept with a moving centre of homothety. The model is formulated to represent the soil rate dependent behaviour under cyclic loading and incorporates both initial and induced anisotropy. The model was implemented into the explicit finite difference code 11 FLAC. The model was able to reproduce accurately the stress-strain response from cyclic undrained triaxial creep tests performed on a stiff clay from the Lisbon region (Formação de Benfica).

The complex nature of soil behaviour can only be modelled by advanced constitutive models. This type of models has the disadvantage of requiring a great number of parameters (material model constants and internal variables initial values) that must be defined. The application of Genetic Algorithms, GAs, appears to be a useful technique to solve this type of problem. Previous applications of GAs to the determination of soilmodels

Crestuma-Lever dam, completed in 1985, is located in Douro River. A large design flood of 26,000 m3/s involves 8 gated spillway bays with stilling basins directly founded on the alluvial river bed. Regular river bed surveillance downstream of the spillway evidenced unexpected progressive erosion of riprap.

Odelouca dam is an embankment dam, with 76 m height, recently constructedin the south of Portugal. It is zoned with a core consisting of colluvial and residual schistsoil, and with soil-rockfill mixtures making up the shells (weathered schist with a significant fraction of coarse sized particles). This paper presents a numerical analysis of Odelouca dam construction. In this analysis the explicit finite difference program FLAC is used. An unconventional elastoplastic soil model, a Subloading Surface type model, implemented into the program, is used to model the embankment materials. The main results are compared with those obtained with the Modified Cam Clay Model. The model

For engineering applications, the complex behaviour of hard soils / soft rocks can be modelled using advanced constitutive models, although they require a great number of parameters. The application of Genetic Algorithms with a local search technique has proven to be a useful tool to be used in their determination. A constitutive model for hard soil / soft rocks was used to fit the experimental results measured in tests performed in marl specimen. This model was implemented in the explicit finite difference code FLAC and its calibration was done using a Genetic Algorithm with Hill Climbing procedure implemented in MATLAB. The use of the two programs with complete distinct objectives (MATLAB to the fitting process and FLAC to the numerical calculations) provides great flexibility to the implementation of any constitutive model to reproduce the results from experimental tests.

The influence of ground water level on shallow foundation design is presented for the ultimate limit state of the bearing resistance, according to the formulation presented in annex D of EN 1997:2004. Probabilistic and deterministic methods were used and compared. Concerning probabilistic methods, the advanced first-order second-moment method (AFOSM) was applied and the results were validated by Monte Carlo simulations. For the deterministic calculation, the partial factors method recommended by the Eurocode and applied in most practical cases, was implemented. For the assumptions herein made the width B determined by the probabilistic method is always smaller than the one obtained deterministically.

The main purpose of the thesis is to show that it is viable the use of a correct effective stress framework to model the behaviour of unsaturated soils, with the development of an adequate effective stress model being an essential factor. One of the main advantages of this methodology is the separation between the solid skeleton mechanical constitutive models, which can be those developed for saturated soils, and the effect of the partial saturation on the behaviour of the soil, being only influenced by the effective stress model. The effective stress framework consists on the solid skeleton mechanical, the soil-water retention and the effective stress models. An isotropic effective stress model is proposed based on the main characteristics of the effective stress evolution in cubic spheres arrangements, incorporating hysteretic behaviour between drying and wetting paths and the dependency of specific volume and temperature, and being a function of the degree of saturation. A soil-water retention model is also proposed incorporating the hysteretic behaviour existent in drying and wetting paths, its dependency of specific volume and the incorporation of unsaturated states with zero suction. A rate-dependent (viscoplastic) and a rate-independent (elastoplastic) mechanical constitutive models, formulated with the subloading concept and the same hardening laws, was presented. The mechanical models can reproduce the cyclic, anisotropic and structured behaviour. Additionally, it is presented their expansion to nonisothermal conditions and the convergence of the response of the viscoplastic model to the elastoplastic model, when dealing with rate-independent soil behaviour (the elastoplastic model being more efficient). A generalised mixed stress-strain control for both viscoplastic and elastoplastic models in non-isothermal conditions is given. The effective stress framework constituted by the proposed mathematical models can reproduce with success diverse and complex unsaturated laboratory tests, reproducing the main aspects of the unsaturated soils behaviour. It is concluded that with an adequate effective stress model, it is not necessary to modify the mechanical constitutive models, previously formulated for saturated soils, introducing dependence of several model parameters on suction, degree of saturation or other similar variables. Also, it is shown that with an adequate evolutionary algorithm, the number of parameters is no longer a relevant issue restraining the use of these complex constitutive models. A newversion of the Differential Evolution method is developed to calibrate constitutive models for the laboratory tests.

A state-of-the-art revision of immersed tunnels is done. The selected case-study for this thesis, an immersed tunnel for crossing Tagus River between Algés and Trafaria, is presented. Next, cases of earthquake-induced liquefaction and its associated mechanism are discussed. The most relevant constitutive models for the numerical simulation of the response of soils under cyclic loading are described, including the Manzari-Dafalias model. Subsequently, Tagus River sand is physically characterized and six monotonic drained triaxial tests are analysed, with the goal of characterizing the stress-strain behaviour of the sand and obtain its parameters. Five cyclic undrained torsional tests are also analysed with the goal of characterizing cyclic behaviour of the sand. Then, the calibration framework for the Manzari-Dafalias model is presented, combining results of laboratory tests with numerical sensitivity studies. A parameter sensitivity analysis is carried out to understand the relevance of some chosen model parameters, by using an OpenSees constitutive driver, both through numerical simulation of monotonic drained triaxial tests and of cyclic undrained torsional tests. Some model parameters are calibrated directly from triaxial testing. The remaining parameters are calibrated through numerical simulation and curve fitting of the model to the laboratory results. A new constitutive driver is implemented in MATLAB to clarify some of the Manzari-Dafalias model issues, namely in the liquefaction phase. Finally, multiple liquefaction mitigation measures, and their application in immersed tunnels, are described. Laboratory testing of a mitigation measure, specifically injection of a duromeric expansive polyurethane resin, commercially available, is accomplished. The physical characteristics of both the resin and of the sand-resin mixture are presented. A series of tests, namely high frequency ultrasonic pulse tests, uniaxial compression and tensile tests, and triaxial compression tests, are performed. The modulus of elasticity, the Poisson

Os objectivos deste projecto inserem-se no âmbito dos trabalhos desenvolvidos no Núcleo deFundações, Taludes e Obras de Suporte, do Departamento de Geotecnia do LaboratórioNacional de Engenharia Civil (LNEC/DG/NFTOS), e pretende realizar-se um estudo docomportamento das obras ancoradas, respondendo a solicitações do mercado exterior e poroutro lado analisar um tipo de obras que são uma prática constante e cujo comportamento amédio e longo prazo não se encontra devidamente analisado na literatura da especialidade.Esta dissertação objectiva ser um contributo para o dimensionamento, construção e ensaios deancoragens pré-esforçadas em terreno, isto é, pretende-se com este trabalho elaborar umdocumento de apoio bibliográfico para a indústria nacional associada à construção deancoragens. Pretende ainda permitir compatibilizar e estabelecer procedimentos de projecto econstrutivos em conformidade com as normas e com a finalidade de garantir a qualidadedesejável na construção de ancoragens, para garantir a vida útil prevista das obras deEngenharia. De acordo com o mencionado desenvolvem-se e apresentam-se matériasconsideradas importantes para atingir essas finalidades.Analisa-se a bibliografia relativa à documentação normativa e regulamentar, considerada maisrelevante, com um levantamento generalizado desses elementos, onde é avaliada a relevânciarelativa de cada um dos aspectos tratados, comparando-se e confrontando-se os diferentesdocumentos em assuntos comuns. Abordam-se questões associadas ao dimensionamento ecom os factores de segurança de ancoragens. Para tal considera-se a bibliografia relevante eem vigor.Havendo a preocupação em garantir a durabilidade das obras e sendo a integridade física dasancoragens uma preocupação na garantia da sua vida útil aborda-se a problemática dacorrosão, dos diversos tipos de corrosão e das classes de protecção das ancoragens contra acorrosão. Indicam-se ainda métodos expeditos para avaliar a carga corrosiva do meio e seuefeito na selecção do tipo de protecção a considerar para as ancoragens.Para optimizar os trabalhos associados às ancoragens, desenvolvidos no LNEC, e odesenvolvimento de novas metodologias relacionadas com obras de suporte com ancoragensdefinitivas pretende-se preencher algumas lacunas, nomeadamente no que se refere àviabilização da homologação de tecnologias de ancoragens com a participação do LNEC.Estando disponíveis no mercado diversos sistemas de ancoragens e havendo a possibilidadede recorrer a diversas tecnologias apresenta-se algumas referências nessa área e aborda-sediversos aspectos construtivos e tecnológicos. Sendo corrente o compromisso entre aqualidade final da obra, a mão-de-obra e outros factores construtivos, analisa-se a temática daqualidade das ancoragens e das estruturas ancoradas. Apresenta-se uma referência aos diferentes tipos de ensaios de carga, a realizar nasancoragens, bem como o número e tipo de controlo que a bibliografia recomenda para a suarealização. Indicam-se os critérios de análise e respectivas metodologias.Sendo o factor de fluência, ks, um parâmetro condicionante do comportamento dos solos, amédio e longo prazo, pretende-se calcular o seu valor a partir dos ensaios de carga realizadosnas ancoragens. Face aos problemas associados ao cálculo de ks a partir dos ensaios de carga,desenvolveu-se um modelo capaz de simular todos os aspectos de carga e descarga,integrados no ensaio, incluindo os patamares de fluência, e realizam-se análises com afinalidade de esclarecer esses problemas, propondo-se procedimentos para optimizar asestimativas correspondentes.Consideram-se os ensaios de carga primordiais para a caracterização mecânica das ancoragense para avaliar o comportamento da estrutura de suporte ancorada. Apresenta-se um sistema deensaios automático (SEA) para o controlo dos ensaios de carga de ancoragens in situ, que sedesenvolveu no âmbito deste trabalho. Relativamente a aplicações futuras desse sistema,SEA, apresenta-se a metodologia utilizada pelo LNEC no controlo das blocagens e no cálculoda tracção residual ou efectiva de blocagem.

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The growing concerns about the climate change and the negative environmental impacts of heating andcooling systems operated by fossil fuels, have led the technical and the scientific communities to find out more environmentally and sustainable energy alternatives, such is the case of shallow geothermal sources. Shallow geothermal systems use the ground as a heat reservoir, transferring thermal energy from the ground to a building, or vice-versa, with the help of a heat pump, to provide warmth in winter and cooling in summer. A proper evaluation of the thermal properties of the soil is essential in their design process and for a sustainable system. Thermal conductivity is the most important parameter for this evaluation. Thermal conductivity can be estimated or measured by several methods, namely by means of empirical correlations, and experimentally, either in situ, by means of the well-known Thermal Response Tests (TRT), or in the laboratory, under steady state or transient conditions. This work presents a series of thermal conductivity measurements on dry sand samples obtained by means of a high accuracy system with reference TPSYS02 Hukseflux equipped with Non-Steady-State Probes (NSSP) (TP02 or TP08). The system was acquired in the aim of an FCT research project. The work includes the completion of a guide to procedures to the use of the thermal measurement system. Details of its calibration as well as results from tests in soil samples are also presented.

This document describes the work developed in the short term scientific mission, STSM, of the COST TU1202, entitled Implementation of subloading constitutive models in material point methods, hosted by Dr. Phil Vardon, in the Technical University of Delft, TU Delft. A dynamic version of the material point method, MPM, in two-dimension was programmed, with the computer language Fortran. An elastoplastic subloading soil model with anisotropy, cyclic behaviour and structure was implemented in the program. The constitutive model was integrated using an explicit algorithm.

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Este relatório tem como objectivo a apresentação e análise dos resultados obtidos nas campanhas de observação e nas visitas de inspecção realizadas até ao mês de Janeiro de 2007, inclusive. Considera-se, assim, que com a apresentação deste relatório ficam concluídos os planos de trabalhos relativos aos períodos de observação de 2005 e 2006.

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Esta publicação objectiva ser um contributo para o dimensionamento de ancoragenspré-esforçadas em terreno. Pretende, também, permitir compatibilizar e estabelecerprocedimentos de verificação do dimensionamento de projecto de sistemas ancorados, emconformidade com as normas e com a finalidade de garantir a vida útil prevista das obras desistemas ancorados.Analisa-se a bibliografia relativa à documentação normativa e regulamentar, mais relevante.Avalia-se a importância relativa de cada um dos aspectos tratados, considerando-se abibliografia relevante em vigor, comparando-se os diferentes documentos e abordandoaspectos associados ao dimensionamento e aos coeficientes de segurança de ancoragens.O conceito associado ao sistema constituído por uma estrutura ancorada visa gerar umamassa de solo internamente estável para um nível de carga de serviço adequado. Odimensionamento das obras de suporte realiza-se, na maioria dos casos, pela análise decondições correspondentes a estados limites últimos, aplicando um determinado valor para ocoeficiente de segurança, isto é, para situações correspondentes a equilíbrio limite. No casode obras de suporte ancoradas, há que considerar também os riscos associados às ancoragenspropriamente ditas.Desta forma, na maioria dos casos, impõem-se limites de deslocamentos, do terreno e daestrutura, face às limitações de esforços a que se podem submeter os suportes e as ancoragensnas diversas fases da vida da obra.Por outro lado, no dimensionamento da ancoragem como elemento estrutural, devemconsiderar-se as diversas exigências de cada uma das partes que a constitui, quer ao nível dedesempenho, quer ao nível das acções consideradas.

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