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Nowadays, both, the number of observations and the accuracy of satellite-based geodesic measurements, like GNSS, have increased. Therefore, GNSS provides more data as displacement values and velocities. This paper demonstrates that GNSS data analysis is a powerful tool to study geodynamic processes.In this study, the analyzed GNSS data correspond to continuously recorded GPS (CGPS) stations, what we call the SPINA network. These stations are located in a region called Ibero-Maghrebian which includes the southern areas of the Iberian Peninsula and northern Africa.The CGPS stations are included in the following organizations: RENEP (National Network of Permanent Stations), RAP (Andalusian Positioning Network), the Murcia Region CGPS Networks, ERVA (Valencian Reference Stations Network), IGN (National Geographic Institute) and the network TOPOIBERIA. The velocity was obtained in two steps: (1) preprocessing position time-series data of daily GPS measurements and (2) applying a combined model using the weighted least-squares method.The prior knowledge of the crustal strain rate tensor provides a description of geodynamic processes such as the fault strain accumulation.Based on the distribution of the GNSS stations, several grid sizes were tested to identify the best resolution. A Python script was used to compute the full two-dimensional velocity gradient tensor by means of inverting the GNSS velocities. The tensorial analysis provides different aspects of deformation, such as the maximum shear strain rate, including its direction, and the dilatation strain rate. These parameters can be used to characterize the mechanism of the current deformation.Based on the computations from the GNSS-data model of components of horizontal deformations, the rates of both principal, values and axes, of the Earth’s crust deformation were found. Deformations measured in the Ibero-Maghrebian region with GPS could be interpreted in terms of either elastic loading or ductile deformation.

In recent years a vibration control technique, called structural coupling, has been studied. This technique consists on linking two neighboring buildings, through a coupling device, with the purpose of reducing dynamic response. It is possible to control both structures response simultaneously, which is precisely the attractiveness of this technique. Given the potential of the structural coupling technique, this work evaluates numerically and experimentally the performance of the structural coupling technique in simple plane frames when subjected to an oscillatory movement in at base caused by a shaking table, designed and built in the Structure Laboratory of University of Brasilia. Initially, the model numerical dynamic responses, without and with coupling, were obtained. Then, experimentally, the plane frames were fixed to the shaking table and subjected to a base movement uncoupled and coupled in order to obtain the acceleration registers and its frequency spectra. Finally, numerical and experimental frequency spectra were compared. The results obtained showed the efficiency of the control method through coupling, which depends mainly on the mechanical properties of adjacent buildings and connecting devices. resumo: Nos últimos anos têm sido implementada uma técnica de controle de vibrações chamada de acoplamento estrutural. Essa técnica consiste em ligar duas edificações vizinhas por meio de um dispositivo de acoplamento, com o objetivo de diminuir os efeitos dinâmicos em função das propriedades mecânicas de cada estrutura. Ao fazê-lo, em princípio, é possível controlar a resposta de ambas as estruturas simultaneamente, o que é precisamente a atratividade da técnica. Dado o seu potencial, este trabalho tem como objetivo avaliar numérica e experimentalmente a eficácia dela utilizando pórticos planos simples quando submetidos a um movimento oscilatório na base provocado por uma mesa vibratória, projetada e construída no Laboratório de Estruturas da Universidade de Brasília. Inicialmente, foram calculadas as respostas dinâmicas numéricas dos modelos com e sem acoplamento. Em seguida, experimentalmente, os pórticos planos foram fixados na mesa vibratória e foram submetidos a um movimento na base quando desacoplados e acoplados a fim de obter os registros de acelerações e assim obter seus espectros de frequência. Finalmente, foram comparados os espectros obtidos experimentalmente com os obtidos numericamente. Os resultados apresentados mostraram a eficiência do método de controle por meio do acoplamento, a qual foi afetada principalmente pelas propriedades mecânicas dos edifícios adjacentes e dos elementos de conexão.

Resumo Os recentes aumentos dos registros de abalos sísmicos no Brasil impulsionaram a publicação da NBR 15421:2006 [1] - Projeto de Estruturas Resistentes a Sismos - na qual são definidas as cargas sísmicas a serem consideradas no projeto em função da capacidade de dissipação de energia no regime inelástico das estruturas e da sismicidade do território brasileiro. Algumas edificações construídas antes da publicação dessa norma não foram projetadas para resistir a ações sísmicas aumentando a sua fragilidade e vulnerabilidade para terremotos de qualquer intensidade. Observa-se ainda que alguns desses edifícios foram projetados e construídos com distribuições irregulares de massa, rigidez ou resistência ao longo da sua altura que podem levar a um desempenho sísmico inadequado. Assim, torna-se essencial para os engenheiros e projetistas uma melhor compreensão dos efeitos dos abalos sísmicos no comportamento sísmico de edificações, especialmente aquelas com diversas irregularidades. Por simplicidade, utiliza-se neste trabalho o termo "estruturas irregulares" para referenciar estruturas como as descritas. Nesse sentido, o objetivo deste trabalho é avaliar o comportamento sísmico de uma estrutura de concreto armado de oito pavimentos e com diversas irregularidades introduzidas na planta da mesma, a fim de verificar a influência dessas irregularidades na perda da capacidade de resistir cargas laterais e dissipação de energia, as quais são calculadas utilizando o método dinâmico espectral e uma análise pushover, procedimentos descritos nas normas NBR15421:2006 [1] e na norma americana FEMA 356 [2]. Do mesmo modo, calcula-se o desempenho sísmico dos modelos usando o método do espectro de capacidade definido na norma ATC-40 [3]. Todos os resultados são comparados com os obtidos para uma estrutura totalmente regular chamada de caso base ou de referência, com o intuito de visualizar as diversas mudanças provocadas pelas irregularidades. O estudo proposto é realizado de forma numérica e as simulações são feitas no programa CSI ETABS(r) Nonlinear v9.5 [4]. Os resultados mostram que a capacidade da estrutura dependerá da plasticidade de seus elementos para não colapsar e do detalhamento adequado para garantir o bom funcionamento do sistema resistente. Abstract The recent increase in seismic records in Brazil boosted the publication of NBR 15421 (ABNT, 2006) - Design of Earthquake-Resistant Structures- which requires the seismic loads to be considered in the design due to the dissipation of energy in the inelastic regime structures and seismicity of the Brazilian territory. Many buildings built before the publication of this code were not designed to withstand seismic activity, increasing its fragility and vulnerability to earthquakes of any intensity. Some of these buildings were designed and built with irregular distributions of mass, stiffness or resistance over its height, which can lead to insufficient seismic performance. Therefore, it is essential for engineers to understand the seismic response of structures with irregular distributions of mass, stiffness or resistance along its height, which are referred to in this paper as structures with irregularities. In this sense, the aim of this work is to evaluate the seismic behavior of a reinforced concrete structure with horizontal structural irregularities by observing their influence in the loss of the ability to resist lateral loads and energy dissipation. For this purpose, were used the Equivalent Lateral Force (ELF) Method, Modal Response Spectrum (RSA) Method and Pushover Analysis, described in NBR15421: 2006 [1] standard and the American Standard FEMA 356 [2]. Similarly, the seismic behavior of models using the capacity spectrum method defined in the ATC-40 [3] was calculated. All results were compared with those obtained from a regular structure classified as the reference model or base case, in order to view the various changes caused by irregularities. The proposed study was carried out numerically and the simulations were performed using CSI ETABS Nonlinear (r) v9.5 [4] program. The results show that the ability of the structure to withstand collapse depends on the plasticity of its elements and of the adequate details to permit response without critical loss of strength of the structural system.

There are several techniques of non-destructive damage detection in structures. However, these techniques are expensive and require an accurate examination of large extension of the structure under analysis. The numerical techniques can be helpful for non- destructive examination of structures. Such techniques may show a possible location of damage and thus decrease substantially the area to be examined and, consequently, may turn the non-destructive tests less expensive. Among many numerical methods, the boundary element method presents positive attributes that can be used in formulations proposed to solve the problem of detecting damages in structures such as beams. Generally, the problem of detecting damages is a ill-posed problem and the common approach used is the comparison of signatures obtained before and after the onset of damage. The signatures maybe defined in terms of displacements, mode shapes, strains or stresses. In this article, the methods based on Wavelet Transform associated with the boundary element technique will be combined with the scope to detect the position of a damage just using the damaged response of the actual structure. After presenting the formulation, numerical applications for detecting damages in beams under static loads are presented and discussed.