The construction of reinforced concrete buildings with unreinforced infill is common practice even in seismically active country such as Bhutan, which is located in high seismic region of Eastern Himalaya. All buildings constructed prior 1998 were constructed without seismic provisions while those constructed after this period adopted seismic codes of neighbouring country, India. However, the codes have limited information on the design of infilled structures besides having differences in architectural requirements which may compound the structural problems. Although the influence of infill on the reinforced concrete framed structures is known, the present seismic codes do not consider it due to the lack of sufficient information. Time history analyses were performed to study the influence of infill on the performance of concrete framed structures. Important parameters were considered and the results presented in a manner that can be used by practitioners. The results show that the influence of infill on the structural performance is significant. The structural responses such as fundamental period, roof displacement, inter-storey drift ratio, stresses in infill wall and structural member forces of beams and column generally reduce, with incorporation of infill wall. The structures designed and constructed with or without seismic provision perform in a similar manner if the infills of high strength are used.

[pt] A indústria de geração elétrica de fonte nuclear baseia-se em princípios de segurança e, nos critérios de projeto, considera-se a hipótese de terremoto. Os sistemas necessários à segurança são projetados para resistir e manter a operabilidade durante e após eventos sísmicos postulados. Propõe-se um roteiro para a produção de espectros de resposta sísmica para projeto de sistemas secundários, SS, incluindo a influência do acoplamento e em base probabilística. O roteiro utiliza a ferramenta SASSI, pode ser utilizado em situações gerais de cálculo e fornece um conjunto de programas para considerar modelos tridimensionais e suas respostas para uma excitação genérica em 3 direções ortogonais; representar os efeitos de acoplamento entre o SS e o sistema principal, SP; incluir a influência dos deslocamentos relativos entre os nós de apoio do sistema secundário no sistema principal; utilizar os fatores de transposição entre espectros elásticos e inelásticos; permitir a análise probabilística e a obtenção de Espectros de Resposta Uniformemente Prováveis, acoplados ou não; incluir interfaces para a utilização de seus resultados com outros programas de utilização geral, como o MS-EXCEL. O elevado grau de automatização permite a produção de espectros de resposta com refinamentos de modelagem, alcançando uma análise mais realista, sem a necessidade de esforços adicionais aos já requeridos pela metodologia convencional. A metodologia proposta enquadra-se no encaminhamento para o contexto atual de análise sísmica de instalações nucleares, com a utilização de espectros de resposta de projeto de ameaça uniforme, específico para o sítio da instalação, e o projeto sísmico de risco consistente. / [en] The electric power reactor industry is based on rigid safety principles. The design criteria include seismic scenario. All safety related systems are designed to resist and to keep the operability during and after a postulated earthquake. It is suggested a procedure for the generation of in-structure seismic response spectra for secondary system design. A probabilistic approach is used and coupling effects between primary and secondary systems are taken into account. The proposed script uses SASSI system and can be used in general situations. A set of computer programs is developed to consider three-dimensional models and their responses for a generic base excitation, acting in 3 orthogonal directions; represent the coupling effect between primary and secondary systems, include the influence, on the response spectra, of the secondary system supports relative displacements; include approximated factors for transposition of elastic into inelastic response spectra; produce Uniformly Probable Response Spectra, including or not coupling effects; consider interfaces with other general programs, as the MS-EXCEL, for pos-processing purpose. The degree of automation, allows the production of response spectra including modeling refinements, reaching a more realistic analysis, without additional efforts beyond those already required by the conventional methodology. The proposed methodology is in the way of a site specific uniform hazard design response spectra, and of a consistent-risk seismic design.

[pt] Apresenta-se uma avaliação numérica estatística de metodologia para obtenção de espectros de resposta uniformemente prováveis, ERUP, Diniz [2], fundamentada na determinação da distribuição de probabilidade dos valores extremos da resposta de um sistema com um grau de liberdade, submetido a movimentos de terreno oriundos de terremotos. Tais movimentos são caracterizados por funções de densidade de espectro de potência, cada uma das quais representando uma família de sismos. Para tal, utiliza-se uma função densidade de espectro de potência, FDEP, como base à avaliação. A partir da FDEP, são gerados acelerogramas artificiais utilizando o programa SISMOSINV, desenvolvido internamente ao trabalho. Empregam-se estes acelerogramas para obterem-se espectros de resposta, utilizando o programa SAP2000. Os ERUP são então calculados, utilizando as distribuições de probabilidade acumulada dos valores espectrais obtidas por técnicas adequadas de estatística, implementadas especialmente para o caso. Efetua-se a comparação entre os ERUP obtidos estatisticamente e os produzidos pela metodologia probabilística e são formuladas conclusões e recomendações sobre os limites de emprego desta última. Comparam-se, ainda, os ERUP obtidos pelo procedimento estatístico com o espectro de resposta de projeto recomendado pela USNRC [13] para avaliar o compromisso entre estes espectro e a FDEPo da USNRC [1]. / [en] One presents a statistic evaluation of Diniz metodology [2], to obtain uniformly probable response espectra, UPRS, based on the determination of the probability distribuition of the response extreme values of a single- degree of freedom structure, under a ground movement caused by an earthquake. Such movements are characterized by power spectrum density functions, each one of them representing a family of seismic events. On this way, one considers a power spectral density function, PSD, as a basis for the evaluation. Using the PSD, one generates artificial ground acceleration functions with the program SISMOSINV, developed within this work. From these artificial ground acceleration functions one obtains the response spectra with the SAP2000 program. Then, the UPRS are calculated, using the spectral value distributions, by adequate statistical techniques, implemented for the case. One then compares the UPRS obtained statiscally with those obtained by the probabilistic methodology and conclusions and recommendations are formulated concerning the applicability limits of this methodology One still compares the statiscally obtained UPRS with the design response spectrum prescribed by the USNRC [13] to evaluate the compromise between this spectrum and the target power spectral density function, TPSD, prescribed by the USNRC [1].

This dissertation describes the analytical research as part of a comprehensive research program to develop a new floor anchorage system for seismic resistant design, termed the Inertial Force-limiting Floor Anchorage System (IFAS). The IFAS intends to reduce damage in seismic resistant building structures by limiting the inertial force that develops in the building during earthquakes. The development of the IFAS is being conducted through a large research project involving both experimental and analytical research. This dissertation work focuses on analytical component of this research, which involves stand-alone computational simulation as well as analytical simulation in support of the experimental research (structural and shake table testing). The analytical research covered in this dissertation includes four major parts: (1) Examination of the fundamental dynamic behavior of structures possessing the IFAS (termed herein IFAS structures) by evaluation of simple two-degree of freedom systems (2DOF). The 2DOF system is based on a prototype structure, and simplified to represent only its fundamental mode response. Equations of motions are derived for the 2DOF system and used to find the optimum design space of the 2DOF system. The optimum design space is validated by transient analysis using earthquakes. (2) Evaluation of the effectiveness of IFAS designs for different design parameters through earthquake simulations of two-dimensional (2D) nonlinear numerical models of an evaluation structure. The models are based on a IFAS prototype developed by a fellow researcher on the project at Lehigh University. (3) Development and calibration of three-dimensional nonlinear numerical models of the shake table test specimen used in the experimental research. This model was used for predicting and designing the shake table testing program. (4) Analytical parameter studies of the calibrated shake table test model. These studies include: relating the shake table test performance to the previous evaluation structure analytical response, performing extended parametric analyses, and investigating and explaining certain unexpected shake table test responses. This dissertation describes the concept and scope of the analytical research, the analytical results, the conclusions, and suggests future work. The conclusions include analytical results that verify the IFAS effectiveness, show the potential of the IFAS in reducing building seismic demands, and provide an optimum design space of the IFAS.

Viscous dampers are widely used to ensure seismic resistance of pipelines and equipment in nuclear power plants. Damping characteristics of these dampers are nonlinearly frequency dependent and thus causing complications in computational modelling of seismic response. Engineers commonly use two ways to deal with this nonlinearity: The first option is to consider damper by means of “snubber”. This is essentially linear spring element that is active for dynamic load and does not resist static loads. Snubber behaviour during seismic event is described by a equivalent stiffness (sometimes called pseudostiffness). The equivalent stiffness could be defined by the iterative calculations of piping natural frequencies and mode shapes taking into account seismic excitation. However, in complicated structures such as the main circulation loop of nuclear power plant the iterative calculation is difficult and could bring significant inaccuracies. On the other hand, the benefit of such modelling is a possibility to apply the commonly used linear response spectrum method for a solution. The second option is to describe damping characteristics using suitable rheological model. The seismic response is than determined by direct integration of the equations of motion. The behaviour of dampers is described exactly enough but the calculation and post-processing, especially nodal stresses time-histories, are time consuming. The goal of this work was to find a methodology for determining the seismic response of complex pipe systems with viscous dampers. Methodology allows a sufficiently accurate determination of the seismic response of piping systems and also allows obtaining of the results in effective time. The procedure is as follows. Firstly, specialized piping program (AutoPIPE) is used for the development of computational model. Next step is to determine a static response of structure and its verification with experimental measurements, if possible. Using script in Python language a computational model is converted from AutoPIPE into general finite element model in ANSYS system. Four-parameter Maxwell rheological model is used to describe behaviour of viscous dampers. Seismic load is represented by synthetic accelerograms. Newmark algorithm of direct integration of the equation of motion is used to obtain seismic response (only reactions and displacements in nodes of interest are necessary). Than is the equivalent stiffness is than gained from displacements and reactions as median value of their ratios. Received stiffness are subsequently transferred to AutoPIPE program where the seismic solution is performed using response spectra method. Finally, the dynamic response is combined with the static response and stress assessment according standards is done. The created methodology was applied in the seismic resistance calculation of the main circulation piping and piping of pressurizer in nuclear power plants type VVER 440 and type VVER 1000.

<p>Most of the attention to the seismic performance of tunnels has been devoted to shear waves propagating in a direction perpendicular to the tunnel axis, with motion perpendicular to the tunnel axis, causing the so-called “ovaling or racking response”. Body waves, however, can travel through the ground and intersect the tunnel at different angles, thus inducing a complex seismic response that requires a comprehensive understanding of all modes of deformation. This study provides analytical solutions to capture the behavior of the liner and the surrounding ground, for a deep circular tunnel subjected to body waves, for all five possible modes of deformation: (i) axial compression-extension; (ii) transverse compression-extension; (iii) ovaling; (iv) axial shear; and (v) axial bending or snaking. The main assumptions used to derive the analytical solutions include: (i) the tunnel is deep and very long and has a circular cross section; (ii) the ground and the support are homogeneous and isotropic, and their response remains elastic; (iii) the interface between the ground and the liner is either no-slip or full-slip; (iv) the pseudo-static approach, i.e. inertia forces can be neglected, is acceptable to estimate seismic deformations; (v) for the transverse compression-extension and ovaling deformation modes, plane strain conditions in the direction of the tunnel axis apply at any cross section; and (vi) for the axial compression-extension and axial bending deformation modes, the wavelength of the seismic motions is much larger than the tunnel radius. Two and three-dimensional numerical simulations with the finite element codes ABAQUS, for static drained/undrained loading and dynamic drained loading conditions, and MIDAS GTS NX, for dynamic undrained loading conditions, are carried out to validate the analytical solutions and further investigate the seismic response of the tunnel. All the comparison results show good agreement between the analytical and numerical solutions.</p> <p>Dynamic amplification effects on the tunnel cross section are studied for the axial compression-extension, transverse compression-extension, and axial bending deformation modes, through a set of dynamic time-history models where the input frequency of the far-field seismic motion is changed. The results reveal the limits of the analytical solutions, in the form of minimum wavelength-to-tunnel diameter (/D) ratios such that the errors are less than twenty percent, including: (i) 25 (drained) and 20 (undrained) for axial compression-extension; (ii) 25 (drained) and 12.5 (undrained) for transverse compression- extension; and (iii) 7.5 (unsupported tunnel), 7.5 (supported tunnel with no-slip interface), and 12.5 (supported tunnel with full-slip interface) for axial bending or snaking. These ratios are also the limits of applicability of quasi-static (instead of dynamic) numerical simulations to estimate the seismic behavior of the liner and the surrounding ground.</p>

<p>Proučeno je oscilatorno kretanje i disipacija energije stuba napravljenog<br />od nekoliko krutih blokova, koji pri horizontalnom seizmičkom dejstvu<br />mogu da klize jedan po drugom. Pored međusobnog kontakta sa trenjem, koje je<br />modelirano neglatkom viševrednosnom funkcijom, veze između blokova<br />sadrže i viskoelastične elemente, čije konstitutivne relacije uključuju<br />frakcione izvode, kao i ograničenja na koeficijente koja slede iz<br />Klauzius-Dijemove nejednakosti. Postavljeni Košijev problem predstavlja<br />uopštenje klasičnog problema ponašanja konstrukcija pod dejstvom<br />seizmičkog opterećenja, jer objedinjuje izvode proizvoljnog realnog reda<br />sa teorijom neglatkih viševrednosnih funkcija. Predložena je numerička<br />procedura za rešavanje postavljenog problema.</p> / <p> Seismic response and energy dissipation of a column made of several rigid<br /> blocks, which can slide along each other, was considered. Besides friction<br /> contact, which was modeled by a set valued function, viscoelastic elements<br /> whose constitutive equations include fractional derivatives as well as restrictions<br /> on the coefficients that follow from Clausius-Duhem inequality are present in<br /> connections between blocks. The posed Caushy problem represents the<br /> generalization of a classical problem of seismic response because it merges<br /> fractional derivatives with the theory of set valued functions. The numerical<br /> procedure for solving the problem was suggested.</p>

[pt] O Peru se localiza na região denominada cinturão de fogo do Pacífico, onde se registra aproximadamente 85 porcento da atividade sísmica mundial. Como grande produtor de minérios, importantes estruturas são construídas no país para desenvolvimento de projetos de mineração, incluindo barragens de rejeitos. Nesta dissertação é investigado o potencial de liquefação dinâmica de uma barragem de rejeitos localizada na região central do Peru, que atualmente passa por uma etapa de alteamento pelo método construtivo da linha de centro. A liquefação dos solos é um fenômeno caracterizado pela perda de rigidez e resistência durante curto intervalo de tempo, mas suficiente para causar instabilidades e, em casos extremos, o colapso da estrutura. Análises numéricas foram realizadas para verificar o potencial de liquefação dinâmica da barragem, representando o comportamento cíclico dos materiais suscetíveis à liquefação pelo modelo constitutivo UBCSand e de Byrne, considerando terremotos de magnitude 8,2, 7,8 e 8,1. Resultados numéricos obtidos foram comparados com formulações simplificadas, utilizadas na prática de engenharia para determinação do fator de segurança contra liquefação dinâmica. As análises indicaram que rejeitos finos, abaixo do nível de lençol freático, apresentam potencial de liquefação, conforme valores do parâmetro de razão de poropressão (ru) computados, porém sem provocar risco à estabilidade geral da estrutura. São também apresentados resultados de deslocamentos permanentes em alguns pontos da barragem e dos rejeitos. / [en] Peru is located in the region called the Pacific fire belt, where approximately 85 percent of the world seismic activity is recorded. As a major ore producer, important structures are built in the country to develop mining projects, including tailings dam. The dissertation investigates the potential for dynamic liquefaction of a tailings dam located in the central region of Peru, whose height is currently being raised by the center line construction method. Liquefaction of soils is a phenomenon characterized by loss of stiffness and resistance over a short period of time, but sufficient to cause instability and, in extreme cases, the collapse of the structure. Numerical analyses were carried out to verify the dynamic liquefaction potential of the dam, representing the cyclical behavior of the materials susceptible to liquefaction by the constitutive model UBCSand and Byrne, considering an earthquakes of magnitude 8,2, 7,8 and 8,1. Numerical results obtained were compared with simplified formulations used in the practice of engineering in order to determine the safety factor against dynamic liquefaction. The analyses indicated that fine tailings, below the water table level, have potential for liquefaction, according to the values of the poropression parameter (ru) computed, but without risk to the general stability of the structure. Results are also presented in terms of permanent displacements at some points of the dam and tailings.

A new methodology is proposed to perform nonlinear time domain analysis on three-dimensional reinforced concrete bridge structures subjected to spatially varying seismic ground motions. A stochastic algorithm is implemented to generate unique and correlated time history records under each bridge support to model the spatial variability effects of seismic wave components traveling in the longitudinal and transverse direction of the bridge. Three-dimensional finite element models of highway bridges with variable geometry are considered where the nonlinear response is concentrated at bidirectional plastic hinges located at the pier end zones. The ductility demand at each pier is determined from the bidirectional rotations occurring at the plastic hinges during the seismic response evaluation of the bridge models. Variability of the soil characteristics along the length of the bridge is addressed by enforcing soil response spectrum compatibility of the generated time history records and of the dynamic stiffness properties of the spring sets modeling soil rigidity at the soil-foundation interface at each support location. The results on pier ductility demand values show that their magnitude depends on the type of soil under the pier supports, the pier location and the overall length and geometry of the bridge structure. Maximum ductility demand values were found to occur in piers supported on soft soils and located around the mid span of long multi-span bridges. The results also show that pier ductility demand values in the transverse direction of the bridge can be significantly different than the values in the longitudinal direction and in some instances, the maximum value occurs in the transverse direction. Moreover, results also show that ignoring the effects of spatial variability of the seismic excitation, the pier ductility demand can be severely underestimated. Finally, results show that increasing the vertical acceleration component in the seismic wave will generate an increase in the pier axial loads, which will reduce the ductility range of the pier plastic zones. As result, even though the increase in pier ductility demand associated with the increase in the vertical acceleration component was found to be relatively small, the number piers exhibiting significant structural damage increased.

Dans cette thèse nous nous sommes intéressés à établir une formulation probabiliste pour l’analyse du comportement d’un sol multicouche avec des caractéristiques aléatoires. Deux grands axes sont traités : ?la consolidation primaire et ?la réponse sismique des sols multicouches ayant des caractéristiques aléatoires. Nous utilisons les simulations de Monte Carlo associées à des méthodes semi-analytiques adaptées aux sols multicouches avec une stratification horizontale. Nous avons aussi comparés les résultats obtenus à partir de cette formulation à ceux fournis par les règlements parasismiques suivants : RPA 99 (version 2003), UBC 97 et l’EC8. Cette étude a montré que les valeurs maximales des forces de cisaillement à la base des bâtiments variaient substantiellement en fonction de la variation de la hauteur du profil de sol ainsi que de son hétérogénéité pouvant atteindre un rapport relatif de l’ordre de 3 dans les cas les plus défavorables. Ce rapport peut également être inférieur à 1 conduisant à des structures moins économiques / In this thesis we are interested to establish a probabilistic formulation for the behavior analysis of a multilayered soil with random characteristics. Two main axes are treated: ?primary consolidation and ?seismic response of multilayered soils with uncertain characteristics. We use Monte Carlo simulations associated with semi-analytical methods adapted for the multilayered soils with horizontal stratification. We have also compared the results obtained from this formulation with those provided by the following seismic codes: RPA 99 (version 2003), UBC 97 and EC8. This study showed that the maximum values of the shear forces at the base of the buildings vary substantially according to the variation of the soil profile height as well as its heterogeneity which can reach a relative ratio of about 3 in the extreme cases. This ratio can also be lower than 1 leading to less economic structures