Publicações

The uplift pressures change the stress state of the rock mass foundation in a coupled hydromechanical process and may compromise the dam stability. Consequently, dam safety regulations specify the maximum values of the hydraulic conductivity and uplift pressures that can usually only be fulfilled after the execution of seepage and uplift control measures. The design of waterproofing and drainage systems is still based on an equivalent continuum approach, even though rock mass foundations are discontinuous media. The analysis of the piezometric monitoring data of several Portuguese large concrete dam foundations reveals that uplift pressures are site-specific and may even vary considerably across a given site, which can be critical for the safety assessment. From the data gathered in several dams, a probabilistic model that can be seen as an a priori prediction model for uplift pressures is proposed. Considering the difficulty in classifying the geologic foundation conditions beneath each piezometer in existing dams, it is assumed that the data come from a mixture of two beta distributions, representing foundations with regular and unfavorable geologic conditions. This model is a significant improvement over available approaches and will be instrumental for the assessment of existing dams and the design of new dams.

The characterization of the dynamic behavior of an arch dam, and its evolutionthroughout the structure's lifetime, provides important data for the safetycontrol process. Forced vibration tests remain a reliable technique for this purpose.The Baixo Sabor dam is a 123 m high arch dam recently built in Portugal.Forced vibration tests were performed before and after the reservoir filling.Two techniques for forced vibration test are compared, discrete frequencyscanning, the standard methodology, and continuous frequency scanning (sinesweep), a new proposed methodology, which allowed faster results withoutloss of precision. For the interpretation of test results two numerical models ofthe dam-reservoir-foundation system were built, and calibrated with the experimentaldata. A good match of numerical and experimental results wasobtained for the six lowest frequencies and corresponding mode shapes.

This study proposes an alternative approach to modeling the failure mechanisms of brickwork assemblages under combined shear

The Western Anatolia Region of Turkey is an important region of high seismic activity.The active dynamics of the region are shaped by a compression and expansion mechanism. This activemechanism is still ongoing and causes strong seismic activity in the region. The Frontinus Gate is amonument in the Roman city of Hierapolis of Phrygia located in southwestern Anatolia. The aim ofthis study is to investigate the seismic behavior of this stone masonry structure using discrete elementmodeling. For this purpose, nonlinear dynamic analyses were performed to simulate the structuralresponse of the gate under seismic excitation. Deformation, damage, and failure patterns induced inthe masonry gate for di erent levels of seismic action are evaluated and discussed. An earthquakewith a return period of 475 years is expected to cause some damage, but no collapse, while for areturn period of 2475 years, the models indicate collapse of the monument.

In this paper three historical masonry minarets in Istanbul, Turkey, are assessed for thedependency between the input harmonic motion and structural response parameters. Theirheights are 40, 73 and 74 m, while the slenderness is 12, 6 and 12, respectively. The discreteelement method is used in dynamic nonlinear analyses. Models were calibrated withmeasured natural frequencies. A series of sine-wave excitations is created for different frequency-amplitude pairs varying between 0.4 and 10 Hz, and between 0.1 and 1 m/s. Fromthe results of dynamic simulations, a general trend was observed for masonry minarets.Especially, slenderness and wall thickness play an important role on their dynamic responseand damage pattern. Dynamic behavior of these minarets cannot reliably be estimated bystatic non-linear analysis. Two engineering demand parameters (EDPs) are defined to characterizethe displacement of the minaret top and the inter-ring shear displacements alongthe minaret body. Damage performance criteria for minarets are proposed based on fourdamage states and tentative limit values are given. We were able to identify the occurrenceof those limit states as a function of frequency and amplitude of sinusoidal input motion.

This study presents a numerical investigation on the fracture mechanism of tension stiffening phenomenon in reinforced concrete members. A novel approach using the discrete element method (DEM) is proposed, where three-dimensional randomly generated distinct polyhedral blocks are used, representing concrete and one-dimensional truss elements are utilized, representing steel reinforcements. Thus, an explicit representation of reinforced concrete members is achieved, and the mechanical behavior of the system is solved by integrating the equations of motion for each block using the central difference algorithm. The inter-block interactions are taken into consideration at each contact point with springs and cohesive frictionalelements. Once the applied modeling strategy is validated, based on previously published experimental findings, a sensitivity analysis is performed for bond stiffness, cohesion strength, and the number of truss elements. Hence, valuable inferences are made regarding discontinuum analysis of reinforced concrete members, including concrete

Nowadays, the management and safety control of large dams is generally based on automatic monitoring, including the socalledseismic and structural health monitoring systems (SSHM), using the latest technology for automatic data measurement,acquisition and transmission. These systems should include software for automatic management and analysis of continuousmonitoring data and software for numerical simulation of the dam dynamic behavior using 3D finite element models. Thissoftware should be designed to provide useful and reliable information to meet the needs and expectations of stakeholders,and to support the studies of researchers and engineers responsible for structural health monitoring. This paper is focusedon the experience gathered from the SSHM system of Cabril dam, a 132 m high-arch dam, in Portugal, that has been undercontinuous dynamic monitoring since 2008. The importance of the software specifically developed for automatic modalidentification, automatic detection of seismic vibrations (distinct from vibrations due to the operation of discharge gates andpower groups), and automatic comparison between experimental data and computed results from a reference finite elementmodel of the dam-reservoir-foundation system, is highlighted. This software includes: (1) the generation of graphics withthe evolution of the identified natural frequencies over time and the comparison with calculated frequencies using differenthypothesis for concrete damage evolution; and (2) a service to automatically send emails summarizing key dynamic monitoringresults to stakeholders to provide the necessary support for informed management and engineering decision making.The main results from SSHM of Cabril dam are presented, namely regarding the evolution of modal parameter over time,considering the influence of water level variations, and the measured response during an earthquake event.

In this study, a novel computational modeling strategy is proposed to estimate the lateral load capacity andbehavior of unreinforced masonry (URM) structures. All commonly noted failure mechanisms are captured viathe proposed modeling strategy using the discrete element method (DEM) in three-dimensions (3D). Masonrywalls are represented as a system of elastic discrete blocks, where the nodal velocities are evaluated by integrating the equations of motion using the central difference method. Then, the mechanical interactions among adjacent blocks are examined utilizing the relative contact displacements and employed in the contact stress calculation. Through this research, a new stress-displacement contact constitutive model is considered and implemented in the commercial software 3DEC, which includes softening stress-displacement behavior for tension, shear, and compression along with the fracture energy concept. The results of the discontinuum models are validated on small- and large-scale experimental studies available in the literature with good agreement. Furthermore, important inferences are made regarding the effect of block size, the number of contact points, and contact stiffness values for robust and accurate simulations of masonry walls.

De acordo com a legislação portuguesa e tendo em consideração o risco sísmico da zona de construção das barragens é obrigatório a implementação de um Sistema de Observação Sísmica (SOS), incorporando instrumentação para caracterizar a ação sísmica induzida nas obras e a respetiva resposta estrutural. Em complemento, têm sido instalados Sistema de Monitoramento Dinâmico Contínuo (SMDC). O SOS permite não apenas a caracterização da ação sísmica, mas também a sua propagação ao longo do maciço rochoso, bem como a resposta estrutural da barragem. O SMDC visa identificar as características dinâmicas da barragem e sua evolução ao longo do tempo, considerando a variação das condições ambientais e operacionais, bem como a possível evolução das propriedades mecânicas dos materiais. Os processamentos são efetuados automaticamente incluindo a caracterização do nível de aceleração e a identificação dos parâmetros modais da barragem. Os valores obtidos pelo processamento automático são armazenados em base de dados, sendo enviados alertas quando são atingidos os patamares de alarme previamente definidos.Os resultados provenientes destes sistemas são comparados com os resultados de modelos numéricos sofisticados, calibrados com o recurso a ensaios experimentais de caraterização dinâmica realizados na obra durante a fase de primeiro enchimento.A combinação da monitorização dinâmica com os modelos numéricos é uma ferramenta fundamental no controlo de segurança estrutural e gestão de risco das barragens.

Today, there are several computational models to predict the mechanical behaviour of masonry structures subjected to external loading. Such models require the input of material parameters to describe the mechanical behaviour and strength of masonry constructions. Although such masonry materialparameters are characterised by stochastic

A determinação da resposta dinâmica das obras e o acompanhamento da evolução do seu comportamento durante as várias fases da vida é muito importante, estando inserido nas atividades do controle de segurança estrutural. A realização de ensaios de vibração forçada em barragens de betão para a determinação do comportamento dinâmico continua a ser uma das técnicas mais fiáveis nesta área. Nesta comunicação descreve-se a metodologia de ensaio, e apresentam-se os resultados relativos a um caso de estudo, referente à caraterização do comportamento dinâmico da barragem do Baixo Sabor. Foi desenvolvido um modelo numérico, com representação do sistema barragem-albufeira-fundação, para apoio na preparação do ensaio e interpretação dos resultados experimentais.

This paper presents the application of a fluid displacement based formulation for the modelling of dynamic dam-reservoir interactions. This approach requires the introduction of a constraint penalty term multiplier that should be as high as necessary to enforce rotational constraint, but small enough to avoid numerical ill-conditioning and overly stiff responses. A maximum design earthquake and a forced vibration numericalanalyses of an arch dam are carried out. The performance of two different displacement based finite elements are compared against each other and against known forced vibration experimental results on an arch dam, for a given reservoir level. The influence of the penalty term, of the free surface motion and of the type of finite element are assessed.

The 166 m high Cahora Bassa arch dam, built in the Zambezi River in Mozambique more than 40 years ago, is undergoing a process of swelling reactions of the concrete, which has been accompanied since it was detected in its early stages. Several measures were imple-mented, namely the upgrade of the monitoring system and the use of numerical models for analysis of the dam

The safety evaluation of concrete arch dams requires validated numerical procedures capable of representing the dynamic interaction between the dam and the reservoir during a seismic event. The proposed numerical model employs a discrete element formulation, which is ulti-mately intended to represent the potential dynamic slip of discontinuities in the rock mass foun-dation. The present paper focuses on the dam-water interaction modelling, which is a key com-ponent of the dynamic response of concrete arch dams. A fluid element discretization of the res-ervoir domain was adopted, based on Cundall's mixed discretization technique, which provides a displacement formulation for time domain analysis. Simple validation tests confirmed the ac-curacy of the solution. The model was also applied to a case study involving a recently built arch dam in Northern Portugal. In situ measurements of the dam dynamic response were made by two methods: forced vibration tests, performed before and after filling the reservoir, and a continuous monitoring systems installed in the structure. These measurements provided exten-sive data that allowed the dynamic characterization of the concrete arch structure and the vali-dation of the numerical model.

The safety control of dams under operation is based on the comparison between observed data, from monitoring systems, and numerical data from mathematical models developed to simulate/predict the dam behaviour over time. For the direct analysis of observed data semi-statistical models for effects separation are usually adopted, namely of the type HST or HSCT. For dam behaviour simulation/prediction Finite Element Method (FEM) models, based on the fundamental equations of structural mechanics, are mostly used.In order to detect the abnormal behaviour derived from the pathological effects, e.g. concrete swelling effects, it is necessary to use a robust HSCT model capable of distinguishing normal time effects, related with viscoelasticity, from other time effects, e.g., related with concrete swelling. In this paper, a hybrid HSCT-FEM model is proposed, and it is applied to the case of Aguieira dam.

The concrete gravity dam proposed for the 15th International Benchmark Workshop on Numerical Analysis of dams (Theme A) was numerically studied using computational finite element modules developed by the authors for dam analysis. The computational models allow non-reflecting boundary conditions, free-field boundary conditions, fluid structure interaction following a Lagrangian displacement based formulation for the fluid and nonlinear material behaviour, both continuum damage and discrete crack approaches. The seismic analysis is carried out using a central difference method, a Newmark implicit integration scheme can be adopted for other types of loading. The computational modules have been used in the assessment of the behaviour of several operating dams. The natural frequencies and force vibration analysis (Case A), the seismic analysis for various reservoir levels following a linear elastic model (Case D) and non-linear seismic type analysis including nonlinear behaviour (Case E) are assessed and discussed using both 2D and 3D modules.

This paper is focused on the Portuguese experience regarding the development and operation of continuous vibrations monitoring systems in large concrete dams. The goal is to emphasize the importance of the combined use of monitoring data and numerical models for Seismic and Structural Health Monitoring (SSHM) of Dams. The case study is Cabril arch dam (132 m high), the highest dam in Portugal, in which a pioneer SSHM system has been in operation since 2008. This system, installed by LNEC, was designed for measuring accelerations in the dam body and near the base (dam-foundation interface), using 16 uniaxial and 3 triaxial accelerometers. Appropriate software has been developed to integrate and complement the monitoring system, aiming to automatically process and analyse the recorded data, including tools for simplified study of monitoring results and for automatic comparison with numerical results from 3DFE models. The main experimental results obtained for Cabril dam are presented, namely the evolution of natural frequencies over time, mode shapes and the measured seismic response to an earthquake event. A comparison with results from numerical modelling is presented, using a coupled 3DFE model based on a formulation in displacements and pressures, considering a state space approach to simulate the dynamic behaviour of the dam-reservoir-foundation system and the Newmark method to compute the seismic response.

This paper is focused on the LNEC experience regarding the development and operation of continuous vibrations monitoring systems in large concrete dams. The goal is to emphasize the importance of the combined use of monitoring data and numerical models for Seismic and Structural Health Monitoring (SSHM) of Dams. The SSHM system installed in Cabril dam (132 m high), in operation since 2008, is described. The design and implementation of this system, including hardware and software, was the result of a long-term LNEC research program, still on-going. The SSHM system software was developed in order to automatically perform the analysis of collected data, including the automatic comparison with numerical results from 3DFE models. Similar systems have been installed in other large dams in Portugal.

The Baixo Sabor hydroelectric scheme is located at northeast of Portugal and creates a reservoir with a storage capacity of 630 million m3 of water. The dam is a concrete double-curvature arch dam with 123 m high. According to the Portuguese legislation and considering the seismic risk of the dam construction zone, a Seismic Monitoring System (SMS) need be provided. In their most extensive configuration, these systems may incorporate remote stations along the reservoir for studying the propagation of seismic waves and to detect eventual induced reservoir seismicity.So, for the observation of the seismic activity on the surrounding area of the reservoir, to characterize the seismic action and the corresponding structural response of the dams, an observation system based on triaxial accelerometers was designed and installed. This system has been in continuous operation since its installation, and the data of the recorded earthquake records has been analyzed and processed. This article presents a brief description of the regional geological and tectonic setting including the stratigraphic and lithological unit

Atualmente, o controlo da segurança de grandes barragens de betão tende a apoiar-se em sistemas de monitorização com Recolha Automática de Dados (RAD), incluindo a medição de grandezas para caracterização da resposta sob ações dinâmicas, em que é necessário utilizar altas frequências de amostragem, em geral da ordem de 50 Hz ou superiores. No caso da barragem do Cabril, por exemplo, o LNEC e a EDP instalaram, em 2008, um sistema para monitorização da resposta da obra sob ações sísmicas e sob excitação ambiente/operacional com vista a controlar a integridade estrutural da obra através do controlo da evolução ao longo do tempo dos principais parâmetros modais da obra. A instalação deste tipo de sistemas (SSHM:

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.

A brief description of the phenomena and problems associated with underground structures in hydraulic projects is presented, namely in what concerns the powerhouses, surge chambers and pressure tunnels and shafts. An analysis of the calculation methodologies followed in the structural design of this works is presented, as well as of the numerical models usually adopted, namely finite and boundary element models. Finally, some applications of computational mechanics are presented. First, a parameter study for underground powerhouses, with special emphasis in the definition of shapes, existence of several caverns,and in the tridimensional equilibria is described. Afterwards, examples of application to some hydraulic projects are illustrated: a large underground powerhouse in Mozambique, the Alto Lindoso hydroelectric power scheme in construction in the north of Portugal, and the Castelo do Bode tunnel, in operation, integrated in the water supply system to Lisbon.

O presente trabalho aborda a origem do estado de tensão interna dos maciços rochosos e apresenta os factores que o influenciam. Apresentam-se as técnicas e a aparelhagem correntemente utiiizada na determinação do estado de tensão, bem como a interpretação dos ensaios mais comuns, dando-se maior relevo aos ensaios com macacos planos pequenos (S F J) e com o extensómetro tridimensional (S T T),efectuados correntemente pelo LNEC.

Descreve-se sucintamente uma técnica para amostragem linear de descontinuidades em faces expostas de maciços rochosos e referem-se métodos para tratamento dos dados de campo com vista à definição defamílias de descontinuidades e caracterização de uma forma estatística da sua orientação, espaçamento e extensão. Apresentam-se os resultados obtidos para o caso de uma galeria subterrânea no aproveitamentohidroeléctrico do Alto Lindoso. Para as famílias de descontinuidade identificadas apresenta-se um estudo dos blocos tetraédricos que se poderão formar nas diferentes faces de rocha e analisam-se as suas condições de estabilidade.

N/A

Apresentam-se, neste relatório, modelos numéricos baseados no método dos elementos da fronteira, desenvolvidos no LNEC para análise de estruturas subterrâneas. Tecem-se algumas considerações sobre o método dos elementos de fronteira, descrevem-se os modelos desenvolvidos para equilíbrios planos e tridimensionais e apresentam-se alguns exemplos de aplicação.

N/A

N/A

N/A

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.