Publications

Traditional stone masonry walls are structural elements in most historic build-ings. To preserve them and improve their ability to withstand extreme events, such asearthquakes, it is necessary to implement effective reinforcement solutions. This paperpresents the modeling of traditional Portuguese rubble stone masonry walls, reinforcedwith external steel mesh, sprayed micro-concrete layers and transverse confinement bysteel connectors, which were developed and tested experimentally in uniaxial compression.The modeling is carried out using micro-modeling through a 2D particle model (PM).The process of calibrating the properties of both micro-concrete and concrete is presented,the methodology for generating the numerical models is described and the numericalresponse is compared with the experimental results. The numerical results show thatthe PM can adequately reproduce the experimentally observed behavior of this type ofreinforcement solution.

This study presents a robust contact constitutive model in the distinct element method (DEM) framework for simulating the mechanical behavior of masonry structures. The model is developed within the block-based modeling strategy, where the masonry unit is modeled as deformable blocks with potential crack surfaces in the middle of the bricks, while the mortar joints are defined as zero-thickness interfaces. The modeling strategy implements multi-surface plasticity with damage mechanics, including a tension cut-off, Coulomb failure criterion, and an elliptical compressive cap for the damage in tension, shear, and compression, respectively. Two new features are introduced in this contact model: a piecewise linear softening function for strength degradation in tension and shear and a hardening/softening function to phenomenologically define the compressive damage of masonry composite into the unit-mortar interface. The constitutive model is implemented in commercial DEM software using the small displacement configuration and validated against material and experimental tests on masonry walls subjected to constant pre-compression and monotonically increasing in-plane load. The experimental and numerical results regarding the force-displacement relationship and damage pattern produced by the proposed constitutive model are compared and critically discussed, demonstrating the capability of DEM coupled with the suitable constitutive law in simulating the behavior of masonry structures.

o obtain predictions closer to concrete behaviour, it is necessary to employ a particle model(PM) that considers contact softening. A bilinear softening contact model (BL) has been adoptedin PM studies. Several limitations in PM predictions have been identified that may be due to BLassumptions. For this reason, this paper compares BL predictions with those obtained with morecomplex models to assess if PM predictions can be improved. As shown, it is possible to calibrateeach contact model to reproduce the complex behaviour observed in concrete in uniaxial and biaxialloading. The predicted responses are similar, and the known PM limitations still occur independentlyof the adopted model. Under biaxial loading, it is shown that a response closer to that observed inconcrete can be obtained (higher normal-to-stiffness ratio of

Among the various important monuments impacted by the April 25, 2015 Mw7.8 Nepal earthquake, the Dharahara Tower located in Kathmandu suffered complete collapse. The collapse of the tower, a slender 60-meter-high old brick masonry structure with an almost cylindrical hollow shape, was captured by a low-quality video camera, which nonetheless helped to identify the critical moments. Initially, the tower descended more than 10 meters vertically after a rupture at the base. After a few seconds, it overturned, disintegrating upon impact on the ground. At a distance of 1.3 km, an accelerometric station recorded the strong motion which was used as input of a discrete element model of the structure. Mechanical properties were taken from lab tests made on similar building materials. The Dharahara Tower had previously been analysed by other researchers using various methods. However, since they were apparently not aware of the mechanism observed in the video footage, their collapse models do not agree with this new evidence. For the initial phase of the collapse the present model explains with great accuracy the observations of the video footage, but the final phase is dependent on various details, and modelling is not so robust.

Discrete element block models provide a suitable tool for the numerical analysis of masonry structures, particularly apt to represent the nonlinear response governed by shearing and separation along the structure

The unreinforced masonry (URM) walls are the common load-bearing structural elements in most existing buildings, consisting of masonry units (bricks) and mortar joints. They indicate a highly nonlinear and complex behaviour when subjected to combined compression-shear load-ing influenced by different factors, such as pre-compression load and boundary conditions, among many others, which makes predicting their structural response challenging. To this end, the present study offers a discontinuum-based modelling strategy based on the discrete element method (DEM) to investigate the in-plane cyclic response of URM panels under different vertical pressures with and without a damp-proof course (DPC) membrane. The adopted modelling strategy represents URM walls as a group of discrete rigid block systems interacting along their boundaries through the contact points. A novel contact constitutive model addressing the elasto-softening stress-displacement behaviour of unit-mortar interfaces and the associated stiffness degradation in tension-compression regimes is adopted within the implemented discontinuum-based modelling framework. The proposed modelling strategy is validated by comparing a re-cent experimental campaign where the essential data regarding geometrical features, material properties and loading histories are obtained. The results show that while the proposed compu-tational modelling strategy can accurately capture the hysteric response of URM walls without the DPC membrane, it may underestimate the load-carrying capacity for URM walls with the DPC membrane.

This paper presents the development of a novel crack-based damage quantification method to assess the damage accumulation in masonry arch bridges subjected to externally applied loading. Initially, a damage index was proposed, considering the initiation and extension of tensile and sliding cracks. Then, the proposed damage indexing was adopted into a two-dimensional discrete element code of analysis to evaluate single and multi-ring masonry arch bridges. The numerical model was validated by comparing the computational outputs against the experimental results obtained from the literature. Following the validation, masonry arch bridge models were developed, featuring the four most representative bond configurations in arch barrels. Also, different bond properties were assigned to investigate their impact on the global failure characteristics of single- and multi-ring masonry arch bridges. From the analyses of results of the multi-ring masonry arch bridges investigated in this study, it was shown that the rapid growth of tensile cracks in radial joints and the occurrence of shear slippage in circumferential joints between adjacent rings were observed to be early signs for multi-ring bridges before the ultimate load reached. By analysing the correlation between the normalised damage index with the normalised load, damage accumulation in different masonry arch bridges were identified. This study offers a novel perspective on quantitively evaluating the damage accumulation and failure mechanism of masonry arch bridges and the findings may provide valuable insights into the assessment and management of existing masonry arch bridges.

N/A

N/A

A three-dimensional particle model, based on the asphalt mastic micro-structure representation following a discrete element model framework, was developed to investigate the influence of sunflower oil (rejuvenator) on the rheological properties of asphalt mastic. Dynamic shear rheometer tests in laboratory, for a frequency range of 0.1

Use of SSHM data for dynamic behaviour analysis and damage detection on large dams. The cases of Cabril dam and Cahora Bassa dam

Nesta comunicação é apresentado um modelo de partículas 3D (MP), baseado nométodo dos elementos discretos, que inclui de forma aproximada a deformabilidade dapartícula e a geometria poliédrica. Neste modelo MP, o interior de cada partícula édiscretizado com uma malha de elementos finitos do tipo tetraédrico. Por razõescomputacionais procurou-se manter o modelo de contacto o mais simples possível,deste modo as partículas poliédricas são aproximadas por partículas esféricas, queinteragem entre si com base num modelo de contacto múltiplo em que a superfície decontacto é definida com base na faceta comum aos diagramas de Laguerre-Voronoique representam as partículas em contacto. Apresentam-se os resultados numéricosobtidos em ensaios triaxiais em rocha com o modelo de partículas flexivel (VGM3D-F)e comparam-se com os obtidos com um modelo de partículas rígidos. O estudoapresentado permite concluir que a inclusão da deformabilidade da partícula aumentao desempenho dos modelos do tipo MP.

As barragens de Ferradosa e Olgas, localizadas no Alto Douro, nos concelhos de Freixo de Espada à Cinta e Moncorvo, respetivamente, foram construídas entre 2007 e 2009. São estruturas gravidade de betão com cerca de 30 m de altura. A água das respetivas albufeiras destina-se ao abastecimento público, sendo exploradas pela empresa Águas do Norte, do grupo Águas de Portugal, com o apoio do LNEC nos aspetos relacionados com a segurança estrutural.Na comunicação apresentam-se os aspetos relevantes da análise e interpretação do comportamento observado das barragens durante o primeiro enchimento da albufeira e os primeiros 10 anos de exploração.Na análise estrutural consideraram-se modelos planos de elementos finitos das barragens e respetivas fundações, o comportamento viscoelástico dos materiais, a variação das ações da água e as variações térmicas no betão das obras.Os resultados numéricos são comparados com os resultados da observação contínua das obras, apresentando uma boa concordância.

Concrete gravity dams are mass concrete structures which resist to external loads mainly by their dead weight. The geometrical solution currently considered, which evolved from the reasoned application of mathematical theory to structural engineering, are characterized by right-angled triangular profiles with downstream face slopes of 0.7 to 0.8. In medium to high seismic intensity zones, such as Portugal, other constructive dispositions may be necessary. Under seismic loadings, it is generally accepted that the gravity profile keyed into the foundation at a depth corresponding to 10% of the dam height is a crucial contribution to ensure structural stability conditions. However, this detail is often not considered in stability analyses, which is generally understood as a conservative strategy. In this work, the benefits from considering the keyed depth in stability analyses are evaluated. For that, 100-meter-high hypothetical gravity profiles, keyed at a depth of 10 meters, are considered. To allow the development of rigid-body failure mechanisms, a downstream rock wedge, inclined at a critical angle, is assumed. At first, the analytical expressions that describe the failure mechanisms identified, considering the dam-foundation interface as a dominant failure surface, are deduced and validated through numerical modelling. Afterwards, the frictional properties of the interface, for several loading conditions which result in different total net forces and the corresponding application points, are computed. Lastly, the stability benefit is evaluated by comparing the safety factor obtained with the correspondent of an unkeyed profile. When explicitly considering the keyed depth in stability analyses, higher safety levels are obtained which can be crucial to ensure stability conditions. It was proved that, under the same load conditions, the consideration of unkeyed profiles would demand higher values of the friction angle, up to 12º more than considering the correspondent keyed profile. Moreover, this also ensures stability conditions for more inclined resultant net forces.

The Foz Tua hydroelectric development is located in the north of Portugal at the mouth of the Tua river, a tributary of the Douro river, and is equipped with 270 MW of power capacity, making it a very important asset in the country

The continuous displacement monitoring is essential for the safety control of large dams. It shouldbe based on the comparison between numerical model results and monitoring data, e.g. observeddisplacements using plumb lines, geodetic methods or, more recently, with GNSS (GlobalNavigation Satellite System). For Cabril dam, the case study presented in this paper, no plumblines were installed in the central section. Thus, the displacement monitoring in this section iscarried out by classical geodetic methods that do not allow continuous monitoring (only twoobservation campaigns per year). So, in this case, the use of GNSS was considered particularlyuseful, as it allows continuous monitoring of displacements at the top of the central section. AsCabril dam presents cracking problems since the first filling, it is important to continuously monitorseveral notable points, which includes the point at the top of the central section. The present workfocuses on the validation of the displacements obtained by GNSS, at Cabril dam, using a 3D finiteelement model, developed in MATLAB, in which the horizontal cracking at the upper zone issimulated through joint elements. The 3DFE model was calibrated based on the displacementsobserved by plumb lines (in two non-central sections) and by classical geodetic methods,considering variations in hydrostatic pressure and annual temperature variations. Thedisplacement evolution observed by plumb lines and geodetic methods were analyzed usingHSCT (Hydrostatic, Seasonal, Creep and other Time effects) separation of effects models, tofacilitate the comparison process between the observed displacements and the numerical results.In this way, the 3DFE model was firstly calibrated using plumb lines results and then it was usedto validate GNSS measurements.

Dam Safety Control has been at the front line of technology adoption in what concerns dataacquisition. However, it does not take full advantage of the latest advancements when it comes toin-situ, real-time, information visualization. This work explores the application of Augmented Realityto the inspection and monitoring of large Civil Engineering structures, namely concrete dams. Theproposed approach focuses on offering new visualization possibilities, that are not accessiblethrough traditional means, to Dam Safety Control. In that scope, it depicts the specification anddevelopment of a proof-of-concept prototype that allows the monitoring of relevant structural-relatedinformation in an Augmented Reality environment. In particular, it offers an easy and straightforwardway for Civil Engineers and Observation Technicians a mean to access data from the network ofsensors situated in the downstream face and the interior of the structure. Besides providinginsightful information on the current status, it allows exploring the evolution in time of valuesregistered in each sensor. A preliminary study aimed at validating the proposed approach showsthat Augmented Reality technologies can be used efficiently in Dam Safety Control.

A barragem da Bemposta, no trecho internacional do rio Douro, foi construída entre 1960 e 1964. Destina?se à produção de energia, permitindo ainda alguma regularização de caudais. Trata?se de uma barragem em arco?gravidade de betão, aligeirada com um grande vazamento junto à fundação. É definida em planta por arcos circulares e tem cerca de 87 m de altura máxima acima da fundação. O betão da barragem está afetado por reações expansivas, do tipo álcalis?sílica, de moderada magnitude, pelo que os seus efeitos estruturais aparentes são pouco significativos. Para interpretação do comportamento observado da barragem e dos efeitos das reações expansivas, foi elaborado um modelo estrutural que considerou a evolução no tempo das principais ações (pressão hidrostática, variações de temperatura e expansões) e das propriedades do betão. As variações de temperatura no corpo da barragem foram calculadas com um modelo térmico que teve em consideração as temperaturas do ar e da água nas superfícies exteriores da barragem e os efeitos da radiação solar. O modelo estrutural foi analisado em regime viscoelástico, para ter em consideração a fluência e a relaxação do betão. Foi obtido um ajuste notável entre os resultados da observação e das modelações térmica e estrutural. Os resultados evidenciam que os efeitos das expansões são já dominantes no comportamento da obra, em termos de deslocamentos horizontais e verticais e de tensões.

According to the general guidelines of the International Commission on Large Dams (ICOLD) regarding structural safety and health monitoring, the performance of dams under operational/ambient vibrations and during seismic events must be evaluated. This is particularly important considering that dams are civil engineering structures of great relevance for populations which entail a high potential risk1. Therefore, Seismic and Structural Health Monitoring (SSHM) is a topic that has gained importance and thus the installation of monitoring systems for continuously measuring vibrations has been proposed for most of the new large dams, to evaluate their behaviour since the early stages of their service life, and for some of the older dams, built several decades ago, in which deterioration problems (e.g. swelling reactions) may have evolved over the years.In this scope, the present paper focuses on studying the dynamic behaviour of large dams over time, including identification of modal parameters (natural frequencies, modal damping ratios and mode shapes) and seismic response analysis, based on measured accelerations time histories. A comparison between experimental results obtained from continuous vibrations monitoring data and numerical modelling results from 3DFE models is presented. The goal is to emphasize the interest of the combined use of recorded data from continuous dynamic monitoring systems and of numerical modelling software for SSHM of dams.The case studies are two large arch dams that have been under continuous dynamic monitoring over the last ten years: Cabril dam (132 m high), the highest Portuguese dam, and Cahora Bassa dam (170 m high), located in Mozambique, one of the highest dams in Africa. The monitoring systems installed in both dams have similar schemes and were designed to continuously record acceleration time series in several points located in the dam body (upper part) and near the dam-foundation interface, using uniaxial and triaxial accelerometers. Specific software was developed for analysing monitoring data, including automatic modal identification and automatic detection of seismic events. The main experimental outputs are presented for Cabril dam and Cahora Bassa dam, with emphasis on the evolution of natural frequencies over time, on vibration mode shapes for various water levels, and, finally, on the measured response in accelerations during seismic events. The numerical results are computed using a 3DFEM program, based on a solid-fluid coupled formulation to simulate the dam-reservoir-foundation system, considering the dam-water dynamic interaction and the propagation of pressure waves throughout the reservoir.

This paper presents a study on the non-linear seismic response of Cabril arch dam (Portugal), for a load combination including the dam

Masonry is a combination of units such as stones, bricks or blocks usually laid in a cementitious or limemortar. It is probably the oldest material used in construction and has proven to be both simple to buildand durable. Over the years, existing masonry constructions have inevitably suffered damage with time.Earthquakes, soil settlements, material degradation and lack of maintenance are the main reasons forthat. Careful and periodic assessment of such structures is necessary in order to evaluate their structuralcapacity and safety levels. However, performing the structural analysis of masonry construction is notan easy task. A review is presented of the main models based on the discrete element method and the available related numerical techniques that have been proposed for the analysis of masonry. The essential assumptions adopted by these models and numerical implementation issues are discussed. Differences between available models are illustrated by applications to various masonry problems including static and dynamic analysis of masonry arch bridges, walls, vaults, domes and ancient colonnades.This book is composed of 17 chapters authored/co-authored by 25 outstanding researchers from 11countries (Canada, France, Greece, Hungary, Iran,Italy, Mexico, Norway, Portugal, UK, USA), whichwere reviewed by 60 referees.

N/A

This chapter consists of two parts. First a general overview is given: the exact definition of the Discrete Element Method is provided, and the main types of existing models are introduced; then the theoretical fundaments of the most important approaches available today for masonry analysis are given. The second part of the chapter focuses on 3DEC, the most widespread commercial DEM code for masonry analysis. This second part begins with a theoretical overview. Application issues for masonry structures are then considered (block material behaviour, contact representation, structural elements like cables or bars etc.). Among the practical examples arches, barrel vaults, walls, coloumns and complete structures (like houses) are presented, including the issues of quasi-static versus dynamic analysis and of block fracture as well. The readers can find helpful advice on how to simulate their own problems most effectively.

N/A

Discrete element models have become a major tool for masonry analysis, allowing a suitable representation of its discontinuous nature and marked nonlinear behaviour. The chapter reviews the fundamental assumptions of the main DEM formulations available. It focuses more specifically on the widely used UDEC and 3DEC codes, explaining their relation with the other approaches, and the most relevant issues arising in their application to masonry. Applications to the main types of structures are reviewed, considering both static and dynamic analyses. Recent research providing comparisons of the numerical models with experimental and field data is particularly covered. The discussion of the different examples is aimed at clarifying the key capabilities of DEM and demonstrating the most effective ways of using it in a variety of masonry analysis situations.

This chapter is focused on the Portuguese experience on the developmentand exploration of systems for continuously monitoring dam vibrations, usingaccelerometers. The pioneer system for seismic and structural health monitoring(SSHM) installed in Cabril dam (the highest Portuguese arch dam: 132 m high) isdescribed in detail. The design of this system was the result of a long-term LNECresearch program, still ongoing. These monitoring systems should include softwaredeveloped to automatically perform the analysis of collected data, including theautomatic comparison with numerical results from 3DFE models. In view of thegood results obtained with the system in operation in Cabril dam since 2008, similarsystems have been installed in other large dams in Portugal, particularly in recentlybuilt dams. Finally, Baixo Sabor dam is presented as an example of a new Portuguesedam with a complete SSHM system, in operation since 2015. Themain experimentalresults obtained for both dams are shown, namely the evolution of natural frequenciesover time, mode shapes and the measured seismic response to earthquake events.

Para verificação do cumprimento das exigências de segurança das barragens,tanto relativamente à funcionalidade (cenários correntes), como em relação àsegurança ao colapso (cenários de rotura), é essencial utilizar modelos de simulação oude interpretação (no caso de obras existentes) do seu comportamento. Estes modelossão idealizações (simplificações) da realidade, tanto no que diz respeito às acções(modelos das acções), como no que respeita à componente estrutural (modelos estruturais).A solução destes modelos, através de adequados métodos de análise, quantificaparâmetros da resposta das estruturas que permitem avaliar a sua segurança, utilizandocritérios de segurança previamente definidos.A validação destes modelos pode ser feita, no caso de cenários correntes,através da sua comparação com os resultados da observação do comportamento debarragens. No caso de cenários de rotura, não existe muita experiência de comparaçãodestes resultados com situações reais: é pequeno o número de acidentes ocorrido e,mesmo nestes, o volume de informação é reduzido. Desta forma, o recurso a métodosexperimentais, para o estudo de cenários de rotura, tem uma importância acrescida.Assim o principal objectivo deste trabalho é contribuir para melhorar a capacidade deavaliação da segurança de barragens de betão envolvendo cenários de rotura pela fundação.Neste trabalho desenvolveram-se dois ensaios experimentais em modelosfísicos: um primeiro envolvendo uma barragem abóbada, para o estudo de cenários derotura da fundação para acções estáticas; e um segundo de uma barragem gravidadeensaiado em mesa sísmica, com vista a estudar a rotura pela fundação para acçõesdinâmicas.A previsão e interpretação dos ensaios foram efectuadas com modelosmatemáticos adequados, que permitiram a sua validação e posterior utilização no estudode outros cenários.

Neste trabalho apresenta-se o sistema para monitorização em contínuo do comportamento dinâmico da barragem do Cabril que foi instalado em 2008, pelo LNEC e pela EDP, referindo alguns dos principais resultados que têm sido obtidos a partir da análise dos dados recolhidos, quer sob excitação ambiente/operacional, quer sob ações sísmicas. Salienta-se a importância do desenvolvimento do software para tratamento, análise e gestão automática dos dados e apresentam-se os programas que têm vindo a ser desenvolvidos no LNEC, em MATLAB, para apoio a este tipo de sistemas, nomeadamente programas de identificação modal (Modal_ID2.0 e Modal_ID_Auto2.0) e programas de elementos finitos tridimensionais para análise do comportamento dinâmico de sistemas barragem-fundação-albufeira (DamDySSA2.0).

This document presents the research plan for the doctoral thesis of LNEC's Junior Research Fellow Margarida Espada. This work, to be submitted to the Faculty of Engineering of the University of Porto (FEUP), will be developed in the Modelling and Rock Mechanics Unit of the Concrete Dams Department, and it is part of the on-going P2I research project DEMRock6m. This work aims at developing more efficient methodologies to perform safety studies and seismic analysis of rock engineering structures, based on discrete element models and in the integrated use of probabilistic models for the geometric and shear strength parameters and for the water pressures in rock discontinuities. This will allow a more realistic definition of the rock mass in discrete element models and an adequate identification of the potential failure mechanisms.

Neste relatório é apresentado o método de Euler para calcular as órbitas do sistema n-corpos,por exemplo, o dos planetas do sistema Solar, tendo em conta a propagação das forçasgravíticas entre o Sol e os planetas e entre os planetas entre si. Apenas requer como dadosiniciais uma observação anterior das órbitas em termos de posição e velocidade. A correcçãoda interacção entre planetas não é suavizada, o que se justifica pelos seus valores. A correcçãorelativista é importante.

As equações de Navier-Stokes são equações de derivadas parciais. As incógnitas nocaso de incompressibilidade consistem no campo de velocidades. As pressões numa 1ªaproximação resultam de um equilíbrio estático.A principal causa de problemas relacionados com a solução destas equações é devida àparcela das acelerações convectivas que está na origem da turbulência.Pesando estas equações e integrando duas vezes por partes obtém-se uma forma fracadestas equações.Em problemas 3D as variáveis independentes são 3 espaciais e 1 temporal. Admite-seque o campo de velocidades pode ser desenvolvido em série de distribuições de Delta deDirac espaciais e suas derivadas com coeficientes funções do tempo. Com funções deteste polinomiais obtém-se a formulação distribucional proposta das equações deNavier-Stokes.

N/A

O objectivo deste relatório é o estudo da matemática aplicada à solução de problemasfísicos de propagação de ondas esféricas com operador espacial biharmónico,consideradas quânticas.As técnicas matemáticas usadas incluem a transformada de Laplace da função de ondaf e o cálculo de sua inversa tal como sugerida por Pipes e Harvill.O método matemático usado para descrever as ondas esféricas quânticas é compequenas adaptações o método causal não-linear descrito por Croca.

N/A

N/A

N/A

A análise do comportamento de barragens de betão com base em modelos de elementos finitos tridimensionais exige a definição da discretização a adoptar para o conjunto barragem-fundação, ou barragem-fundação-albufeira. A realização desta tarefa sem o recurso a programas de geração automática é muito dispendiosa pelo que tem vindo a ser desenvolvido no NMMF um módulo computacional para geração automática de malhas de elementos finitos tridimensionais especialmente adaptado para a geração de malhas tridimensionais de barragens abóbada. Inicialmente desenvolvido em FORTRAN, o referido módulo computacional para geração de malhas de elementos finitos tridimensionais tem vindo a ser objecto de diversos melhoramentos, os mais recentes centrados ao nível da interface com o utilizador. Assim, apresenta-se neste relatório o módulo computacional

This document presents a back analysis procedure for identification of the elastic parameters of transversely isotropic rock cores, containing an overcoring triaxial strain probe, from the strains measured during a biaxial test. A three-dimensional finite element model was developed to simulate the biaxial test on the overcored rock specimen and to compute the strains at the location of the strain gauges. Different optimisation algorithms were tested and the most suitable one was selected. The back analysis procedure was tested for identification of the five elastic parameters and the two orientation angles that characterise a transversely isotropic rock core. In spite that, with the developed methodology, convergence was reached and all those parameters could be identified, sensitivity analyses demonstrated that the results obtained were not stable and therefore they were not reliable. By introducing constrains based on common practice and previous experience, a stable and robust methodology was achieved: the three elastic parameters, E1, E2 and ?2, are reliably identified using the value of G2 calculated with Saint-Venant’s expression and a fixed value of ?1, while the orientation parameters are obtained from observation of overcored rock. Analysis of the results shows that application of this methodology represents an enormous step forward when compared with the traditional use of isotropy. Besides, the methodology is general and can also be used with other types of overcoring equipment. The five elastic parameters and the two orientation angles obtained can then be used, together with the overcoring strains, to compute the complete in situ state of stress.

This document presents the work developed by the PhD student Margarida Espada in the scope of the course unit Risk Analysis in Geotechnical Works of the Doctoral Program in Civil Engineering of the Faculty of Engineering of the University of Porto (FEUP). This work presents a reliability analysis, using the response surface method (RSM), for the case study of the left bank excavation slopes of the Baihetan arch dam foundation, which is one of the case studies of Margarida Espada's PhD thesis. The aim was to approximate an implicit limit state function by computing safety factors, using a discrete element model of the Baihetan left bank developed in 3DEC software, where the shear strength parameters of two important rock discontinuities were considered as random variables. The probability of failure was then obtained through an iterative process, using approximation methods. This work presents the 3DEC model developed to analyse the stability conditions in the Baihetan left bank and the results of the reliability analysis.

O problema da solução das equações de Navier Stokes é abordado neste trabalhopropondo-se uma técnica de representação das incógnitas deslocamentos e pressõesvariáveis no espaço e no tempo em série de Delta de Dirac e suas derivadas no tempocujos coeficientes se determinam com base na solução de sistemas de equaçõesdiferenciais definidos no espaço (problema com três variáveis espaciais independentesque pode ser estudado pelo método de Monge).

Neste relatório apresentam-se as equações básicas da elastodinâmica linear, as soluçõesfundamentais e o teorema da representação no domínio de tempo e de frequência.Para movimentos finitos de casca formula-se o teorema dos trabalhos virtuais e a suaimplementação pelo método dos elementos finitos.

Neste relatório apresentam-se os principais aspectos da modelação sísmica de barragensabóbada. Assim propõe-se: modelos numéricos de geração de sismos por uma falha; aforma como o sismo actua na barragem; modelos para estudar a influência da albufeirana vibração do conjunto; métodos para solução das equações do movimento; e novasformulações de elementos finitos para o problema estrutural.

In pressure tunnels and shafts, in addition to the mechanical effect that excavation has on the rock mass and the disturbance that it introduces in the water flow, also the contained water can interact from the mechanical and hydraulic points of view with the rock mass. Seepage in fractured rock masses is dominated by the flow that takes place through the joints, and this is highly d(;pendent on their properties, namely aperture and roughness. Joint aperture, in tum, i::; very sensitive to stress changes. Special attention must therefore be paid to the joints in hydromechanical analyses. In this report are presented some studies that were carried out for the hydromechanical characterization of joints of the Alto Lindoso rock mass and numerical simulations of the hydromechanical behaviour of two selected sections of the high pressure circuit.