Although performance based assessment procedures are mainly developed for reinforced concrete and steel buildings, URM buildings occupy significant portion of building stock in earthquake prone areas of the world as well as in Turkey. Variability of material properties, non-engineered nature of the construction and difficulties in structural analysis of perforated walls make analysis of URM buildings challenging. Despite sophisticated finite element models satisfy the modeling requirements, extensive experimental data for definition of material behavior and high computational resources are needed. Recently, nonlinear equivalent frame models which are developed assigning lumped plastic hinges to isotropic and homogenous equivalent frame elements are used for nonlinear modeling of URM buildings. The work presented in this thesis is about performance assessment of unreinforced brick masonry buildings in Turkey through nonlinear equivalent frame modeling technique. Reliability of the proposed model is tested with a reversed cyclic experiment conducted on a full scale, two-story URM building at the University of Pavia and a dynamic shake table test on a half scale, two story URM building at the Ismes Laboratory at Bergamo. Good agreement between numerical and experimental results is found. Finally, pushover and nonlinear time history analyses of three unreinforced brick masonry buildings which are damaged in 1995 earthquake of Dinar is conducted using the proposed three dimensional nonlinear equivalent model. After displacement demands of the buildings are determined utilizing Turkish Earthquake Code 2007, performance based assessment of the buildings are done.

This creative project creates a preservation plan for Dwenger Hall, located on the campus of Saint Joseph's College of Rensselaer, Indiana. The building was designed by the college's first president and constructed by students of the college in 1907-08. Vacant since 1998, the building is an excellent example of decorative concrete block construction. Because of its architectural and historical significance, the building merits the attention to develop an appropriate preservation plan.The plan contains a physical and social history of the building placing it in the historic context of Saint Joseph's College. The history includes early activities of the college with specifics on the construction and use of Dwenger Hall. The plan also includes a physical description of the building in its current state. The final sections of the plan describe the existing conditions, and prioritize recommendations for the preservation of the building.The recommendations for preservation are designed to preserve the building in three stages; immediate work, mothballing, and minimal general reuse requirements. The Plan's goal is to emphasize the value of this architectural and historical landmark by defining what makes it significant and how to preserve it for future generations. / Department of Architecture

Historical monuments are the most invaluable reflections of our architectural heritage and cultural identity, both of which have significant roles to create a strong link between the past and the present. They should be conserved in their own settings with their original characteristics or with as minimum changes as possible. However, natural or man-made hazards cause a serious risk for the survival of historical monuments. While some of them require to be strengthened only, some should be relocated to a new site since there are no means to save them without transporting. In this study, an innovative methodology is developed in a general sense for transporting historical masonry monuments without destructing their unity. In the proposed methodology, which is applicable especially to the slender historical structures, it is aimed to transport the structure by tilting it up to a horizontal ground level without dismantling into pieces. Due to the fact that masonry is a very brittle material, externally located prestressed cables are used to strengthen the structure against tension forces, which occur at the time of tilting. Hasankeyf, which is the cradle of various civilizations, is an impressive medieval city located in Mesopotamia region in Turkey. Unfortunately, this unique heritage will be flooded by the reservoir of Ilisu Dam unless the project is cancelled. Therefore, a masonry minaret located in Hasankeyf is selected as a case for this study. Because of the non-homogeneous characteristics of the structural material, Finite Element Method, as a powerful analytical modeling tool, is used in order to evaluate the validity and effectiveness of the proposed methodology. Finally, it is certified that this methodology is successfully applicable for the relocation of historical masonry monuments.

Masters Research - Master of Philospohy (MPhil) / It has been shown that masonry material properties, in particular, unit flexural bond strength (ft), vary significantly throughout masonry structures, despite the fact that often only one type of brick and mortar are used. Unit flexural bond strength was previously identified as one of the most important material parameters contributing to the strength of clay brick unreinforced masonry (URM) walls in flexure. It was the objectives of this research, in the context of clay brick URM walls subject to vertical bending, to examine how unit flexural bond strength varied spatially in a clay brick URM wall, determine a best fit probability distribution function which can describe expected variability in unit flexural bond strength and determine how this variability and other factors affect wall behaviour and failure load using 3D non-linear finite element analysis (FEA). It was hoped that modelling a full sized clay brick URM wall subject to vertical bending using a 3D non-linear FEA model would more accurately predict wall failure load (compared to current analytical methods) and allow the examination of crack pattern development as the wall progresses to failure upon being laterally loaded. The first part of the research project was to conduct an experimental program to examine unit-to-unit spatial strength correlation within six full sized clay brick URM walls and to characterise a unit flexural bond strength probability distribution. It was observed that although weak correlation in unit flexural bond strength exists in some courses and between courses, these locations were difficult to predict and didn����t follow any particular pattern relating to for example, mortar batch. Therefore, although somewhat counter-intuitive, the results indicate that statistically significant correlation between adjacent unit flexural bond strengths is not likely to be observed. It was also observed that clay brick wall unit flexural bond strengths obtained for all of the walls tested best fit a truncated Normal probability distribution. Strength of the brick/mortar interface appeared to be governed by factors relating to workmanship (and therefore mortar quality and moisture content), weather (which can affect material characteristics like brick suction rate) and inherent material variability. It would appear that brick suction rate can significantly affect the overall strength of a URM wall. v Stochastic analysis was conducted for walls with and without uncorrelated spatial variability in unit flexural bond strength and associated tensile fracture energy (GfI ). It was found that the TNO DIANA 9.2 FEA package could be used to implement spatial variability of various material parameters and reasonably accurately model failure of clay brick URM walls in vertical bending. From the non-linear FEA model development stage, it was observed that because the brick/mortar bond has significantly more strength capacity in compression, it appears that the lateral load resistance of the wall comes from a combination of the ability of the brick/mortar bond to tensile soften while providing significant compressive resistance at the compressive edge. It was found for a spatial stochastic analysis with spatial variability in bond strength (referred to from now on as a spatial stochastic analysis), with COVs of 0.1, 0.3 and 0.5, that COV of wall failure loads were relatively small, being 0.02, 0.04 and 0.06 respectively. For the non-spatially varying stochastic analysis with fully correlated bond strength (now referred to as non-spatial stochastic analysis), with COVs of 0.1, 0.3 and 0.5, COV of wall failure loads were 0.07, 0.20 and 0.32 respectively. For the spatial stochastic analysis, it was found that with a bond strength COV increase from 0.1 to 0.5 the mean wall failure load dropped from 2.25 kPa to 2.0 kPa (an 11% reduction). Despite the relatively small drop in magnitude of the mean wall failure load with increase in bond strength COV, the mean wall failure loads were statistically different to one another. For the non-spatial stochastic analysis, mean failure load stayed relatively constant at 2.24-2.25 kPa. These results could be explained by examining the 3D wall progression to failure. For walls with spatial variability in bond strength, it is expected that wall failure load COVs would be smaller because those walls would consistently be composed of smaller valued bond strengths which would consistently contribute to weakness in the wall. For the non-spatial wall simulations, this effect would not occur as failure load is determined by one uniform weak or strong bond strength. It was proposed that failure of a clay brick URM wall is not governed by one course only cracking, but rather, instability in the wall is governed by several courses in the vicinity of locations of large bending moment. It was shown that various current stochastic approximations which employ a unit failure hypotheses in combination with a linear/elastic approximation for first cracking load all underestimated wall capacity significantly. The reason for this is suggested as being vi because all hypotheses only assume failure is governed by one course and linear/elastic theory only considers the tensile capacity of a joint and neglects strength capacity available as a result of joint tension softening and the resistance to failure provided by compressive strength on the compression side of the wall. The hypotheses also don’t take into consideration factors which affect overall wall bond strength mean which result from influences such as workmanship, weather and material variability factors, such as (for example), variation in brick suction rate due to weather conditions which can make the overall strength of the wall stronger or weaker. Based upon a comparison in wall failure load COV for the spatial and non-spatial stochastic wall analysis results, a more realistic approach for future modelling attempts of spatial variability in masonry material properties is suggested. This would address the issue of external factors such as workmanship and weather on the overall strength of the wall, as well as the inherent bond strength variability due to material variability. For walls with spatial variability in bond strength, upon examination of numerous wall simulation results, several crack patterns were witnessed and are discussed.

Made available in DSpace on 2014-12-17T14:48:17Z (GMT). No. of bitstreams: 1 GilvanBSJ_DISSERT.pdf: 3763149 bytes, checksum: 74cfc52e8eaadf3e1722a2a37d52aca9 (MD5) Previous issue date: 2014-03-07 / Coordena??o de Aperfei?oamento de Pessoal de N?vel Superior / Usually masonry structures has low tension strength, hence the design to flexural efforts can results in high reinforcement ratio, specification of high unit and prism strength, structural members with larger section dimensions and modification in structural arrangement to be possible to use masonry members. The main objective of this study is to evaluate the stiffness, the efforts distribution and the effect of horizontal elements (girders) and vertical elements (counterforts) distribution on the behavior of masonry blocks retaining walls. For this purpose, numerical modeling was performed on typical retaining wall arrangements by varying the amount and placement of horizontal and vertical elements, beyond includes elements simulating the reactions of the soil supporting the foundation of the wall. The numerical modeling also include the macro modeling strategy in which the units, mortar and grout are discretized by a standard volume that represents the masonry elastic behavior. Also, numerical model results were compared with those ones of simplified models usually adopted in bending design of masonry elements. The results show horizontal displacements, principal and shear stresses distribution, and bending moments diagrams. From the analysis it was concluded that quantity and manner of distribution of the girders are both important factors to the panel flexural behavior, the inclusion of the foundation changed significantly the behavior of the wall, especially the horizontal displacements, and has been proposed a new way of considering the flanges section of the counterforts / As estruturas de alvenaria solicitadas por elevados esfor?os de flex?o podem necessitar, dada a baixa resist?ncia ? tra??o, de elevadas taxas de armadura; de maior resist?ncia ? compress?o da alvenaria; de elementos estruturais com maiores dimens?es ou mesmo um rearranjo desses elementos para possibilitar o emprego da alvenaria. O estudo ora apresentado tem por objetivo avaliar a rigidez, a distribui??o de esfor?os e o efeito da distribui??o de cintas e de elementos verticais (contrafortes) no caso de muros de arrimo de alvenaria estrutural de blocos. Para tanto, foram realizadas modelagens num?ricas de arranjos t?picos de muro, variando a quantidade e o posicionamento de cintas horizontais, o espa?amento entre os contrafortes, al?m de incluir elementos simulando as rea??es do solo de apoio na funda??o do muro. A modelagem num?rica realizada empregou a estrat?gia de macromodelagem em que os blocos, a argamassa e o graute s?o discretizados pelo volume padr?o representativo do comportamento el?stico da alvenaria. Alternativamente, os resultados do modelo num?rico foram comparados com os de modelos simplificados comumente adotados nos projetos desse tipo de elemento estrutural. A an?lise dos resultados consistiu na verifica??o dos deslocamentos transversais, na distribui??o das tens?es principais (para balizar um futuro modelo de bielas e tirantes e os modos de ruptura), na distribui??o das tens?es de cisalhamento, e na obten??o de diagramas de momento fletor. A partir das an?lises foi poss?vel concluir que n?o apenas a quantidade, mas tamb?m a forma de distribui??o das cintas ? um fator relevante para a distribui??o dos esfor?os no painel fletido (pano de alvenaria), a inclus?o dos elementos de funda??o alterou significativamente o comportamento do muro, principalmente os deslocamentos transversais, al?m de ter sido proposta uma nova forma de considera??o de flanges na se??o resistente do contraforte

Orientador: Rogério de Oliveira Rodrigues / Banca: Jefferson Sidney Camacho / Banca: Marcio Roberto Silva Correa / Resumo: Com a expansão da Engenharia de Estruturas e os diferentes sistemas construtivos que vêm ao longo dos anos surgindo na indústria da construção civil, o Engenheiro Estrutural necessita incorporar a análise numérica como uma ferramenta de trabalho usual, de modo a manter a qualidade e a competitividade de seu trabalho, ainda que a análise dos projetos em alvenaria estrutural tenha sua modelagem bastante simples. A princípio, as ferramentas computacionais que buscam traduzir a realidade do comportamento deste método construtivo devem ser incorporadas como parte essencial ao auxílio no desenvolvimento destes projetos. Embasando-se neste princípio, o presente trabalho tem como objetivo principal a simulação numérica do comportamento não-linear físico de prismas, vazios e cheios com graute, de alvenaria estrutural submetidos a ações verticais. A discretização estrutural é feita por meio do Método dos Elementos Finitos, utilizando elementos prismáticos regulares parabólicos com vinte nós, simulando as partes do bloco de concreto (14 x 19 x 29 cm), as aberturas que receberão o graute e as juntas de argamassa, permitindo assim a modulação tridimensional dos prismas, bem como a introdução separada do módulo de elasticidade do concreto, do graute e da argamassa. Como parte integrante deste trabalho está a dedução do elemento finito a ser utilizado na discretização do prisma e para a consideração da não-linearidade física dos materiais utiliza-se o critério de Mohr-Coulomb, permitindo representar a diminuição da rigidez em função da ruptura do material. O programa desenvolvido foi utilizado para a simulação de vários ensaios realizados no NEPAE - Núcleo de Estudo e Pesquisa da Alvenaria Estrutural, cujos resultados apresentados são bastante satisfatórios. / Abstract: With the expansion of the structures engineering and the different constructive systems that have been appearing as the years pass by in the industry of the building site, the structural engineer needs to incorporate the numeric analysis as an usual tool of work in a way to keep the quality and the competitiveness of his work, although the analysis of the projects in structural masonry is quite simple as modeling. At first, the computational tools that try to translate the reality of the behavior of this constructive method should be incorporate as an essential part to the aid in the development of these projects. Based on this idea, the present work main goal is the numeric simulation of the nonlinear physicist behavior of prisms, empty and full of concrete, of structural masonry submitted to vertical actions. The structural discretization is made by the Finite Elements Method, using prismatic elements with twenty joints, simulating the parts of the concrete block (14 x 19 x 29 cm), the openings that will receive the graute and the mortar joints, which allows the three-dimensional modulation of the prisms, as well as the separated introduction of the module of elasticity of the concrete block, of the concrete and of the mortar. A part of this work is the deduction of the finite element that will be used in the discretization of the prism. For the consideration of the nonlinear physics of the materials, the criterion of Mohr-coulomb will be used, permitting to represent the decrease of the rigidity in function of the rupture of the material. The developed program was used for the simulation of several rehearsals accomplished in NEPAE - Núcleo de Estudo e Pesquisa da Alvenaria Estrutural, whose presented results are quite satisfactory. / Mestre

This thesis is focused to the ideal concept, design, implementation and em-placement of a sculpture in the respective area, designed in a deeper context of the work itself to its surroundings, its history and specific local character. To solve the emplacement of the sculpture, a scenic park surrounding the Castle at Štěkeň (South-West Bohemia) has been chosen. The design respects fully not only scenic dominants, but also neighboring architecture and vistas directly in the respective locality. A full appeal of the art work is enabled by applying convenient material re-specting its milieu and the sculpture theme itself as well. Also the onlooker´s position toward the sculpture proportions and its comprehensibility and readability has been taken in consideration. The theme and concept of the sculpture is closely connected to the Christian Or-der ?Congregatio Jesu? settled directly in the facilities of the Štěkeň Castle and related first of all to Mary Ward, its founder and to her first community of ?English Virgins? as well. A component part of this thesis is formed by a secondary pedagogic project ? a workhop meeting for children, convened in autumn 2010 directly to the Štěkeň Castle premises. It dealt with the human being´s relation to the landscape. This thesis focused to the relation between an art work and the surrounding sce-nery is concerned also to spiritual creativity from the point of view of actual cultural-social neediness respecting also the application and readability of Christian symbolism in respect to actual cultural experience.

La franc-maçonnerie qui se développe en France au cours du XVIIIe siècle est définie dans l’Encyclopédie comme étant une « réunion de personnes choisies qui se lient entre elles par une obligation de s’aimer comme frères, de s’aider dans le besoin et de garder un silence inviolable sur tout ce qui caractérise leur ordre ». Bordeaux est alors, après Paris, un centre maçonnique français majeur traversé par des dynamiques particulières qui s’inscrivent dans l’espace de la ville. Ville négociante et parlementaire, premier port français au siècle des Lumières, la capitale de Guyenne se caractérise par une identité plurielle au sein de laquelle s’intègre un espace maçonnique qui bénéficie d’un brassage humain et social, d’une croissance économique exceptionnelle. Ce grand port négociant du XVIIIe siècle, est étroitement lié à un espace national, européen mais également atlantique, au travers le monde des Antilles et en particulier Saint-Domingue, faisant figure de nœud majeur au cœur des communications, où s’expriment des interconnexions auxquelles sont associées les sociabilités maçonniques. Au cours du siècle des Lumières, plusieurs loges maçonniques voient le jour au sein de la cité et ont un rôle prégnant dans la vie bordelaise dès la première création en 1732. Ces ateliers sont de fait un reflet de ce dynamisme bordelais et un aspect de la réalité de ses élites. Dès lors, celles-ci participent à cette sociabilité maçonnique qui concoure à la construction de l’identité de la ville. Une identité qui ne peut être complètement saisie sans la perception de l’interface maçonnique et des réseaux qui y sont associés, réseaux économiques, politiques, culturels ou sociaux. Les dynamiques bordelaises et maçonniques s’intègrent dans des logiques humaines et territoriales qui s‘inscrivent dans la chronologie d’un long XVIIIe siècle jusqu’à la période révolutionnaire, qui montre l’adaptation de la maçonnerie dans un contexte politique sur lequel il paraît indispensable de s’interroger quant à la profondeur des ruptures et des continuités. / The freemasonry movement that developed in France throughout the 18th century is defined by the Encyclopédie as a « gathering of chosen people bound together by an obligation to love each other like brothers, to help each other in need, and to maintain an inviolable silence about anything related to the order ». Then, Bordeaux was - behind Paris - a major French Masonic center experiencing particular dynamics resulting from the city's geographic position. As a trade, diplomatic city as well as the first French port of the Age of Enlightenment, Guyenne's capital city was characterized by a plural identity within which was incorporated a Masonic movement benefitting from a human and social diversity and a remarkable economic growth. This major 18th- century trade port was intertwined with a national, European as well as Atlantic space, throughout the West Indies – especially Saint-Domingo. It thus played a central part in communications, where were expressed interconnections associated with Masonic sociabilities. During the last century of the Ancien Régime, several Masonic lodges were born within the city and they had a important role to play in the local life, following the foundation of the first lodge in 1732. These Masonic lodges both reflected the dynamism of Bordeaux and part of the reality of its elites. Consequently, these elites, took part in the Masonic sociability which helped shape the city's identity. The latter cannot be grasped without taking into account the Masonic interface and the economic, political, cultural and social networks associated with it. The dynamics of Bordeaux and of freemasonry were part of human and territorial logics, incorporated within the timeframe starting with a long 18th century till the revolutionary era. The latter witnesses the adaptation of masonry in a political framework that needs to be questioned as far as breaks and continuities are concerned.

Orientador: Marisa Saenz Leme / Banca: Dario Horacio Gutiérrez Gallardo / Banca: Tania da Costa Garcia / Resumo: Esta dissertação tem por objetivo analisar as primeiras sociedades antiescravistas que surgiram na cidade de São Paulo entre 1850 e 1871. A fim de compreender a natureza dessas organizações, foram estudadas as formas como elas se estruturaram e funcionaram. Para tanto, considerou-se o desempenho dos atores sociais que as compuseram, as interações e os laços estabelecidos entre eles. Da mesma forma, destacou-se o papel exercido pela imprensa, que contribuiu para dinamizar as práticas antiescravistas e configurou-se no espaço pelo qual circularam os principais membros dessas organizações / Abstract: This master thesis goes on to analyze the rise of the first anti-slavery societies in São Paulo City between 1850 and 1871. As way to comprehend the nature of these organizations, it wills exam the manners they functioned and were framed. Thus, the research regards the role of the social agents who took part in the anti-slavery social network and how ties were established among them. In the same way, it will highlight the role played by the press and how it contributed to prompt the anti-slavery practices, turning into privileged space for the member of societies that struggled against slavery / Mestre

Submitted by BRUNO HENRIQUE PINTO (engbhpin@gmail.com) on 2018-06-29T13:15:23Z No. of bitstreams: 1 Execução de blocos para alvenaria estrutural utilizando concreto fluido 2018 (2).pdf: 4983067 bytes, checksum: cca8dd5aade17e86646b1fd28326a3f9 (MD5) / Approved for entry into archive by Cristina Alexandra de Godoy null (cristina@adm.feis.unesp.br) on 2018-06-29T14:16:19Z (GMT) No. of bitstreams: 1 pinto_bh_me_ilha.pdf: 4983067 bytes, checksum: cca8dd5aade17e86646b1fd28326a3f9 (MD5) / Made available in DSpace on 2018-06-29T14:16:19Z (GMT). No. of bitstreams: 1 pinto_bh_me_ilha.pdf: 4983067 bytes, checksum: cca8dd5aade17e86646b1fd28326a3f9 (MD5) Previous issue date: 2018-06-05 / Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES) / As complicações ocasionadas pelas irregularidades presentes na face de assentamento dos blocos de alvenaria estrutural, provenientes de procedimentos correntes de fabricação, possibilita um campo de estudo para otimização na melhoria dessas irregularidades. Para tanto, este trabalho tem por finalidade propor uma alternativa de fabricação dos blocos de alvenaria estrutural através do uso e aplicação de concreto fluido com os traços 1:3, 1:5 e 1:7, cujas resistências à compressão deles e dos prismas, atendam às exigências das normas NBR 15961-1 e NBR 15961-2. Assim, além de moldados e confeccionados os blocos e os prismas, neste trabalho são apresentados ensaios de ambos, bem como os ensaios das argamassas de assentamento mista e polimérica. Em alguns destes ensaios utilizaram-se LVDTs e Strain-Gages, com objetivo de verificar os seus deslocamentos e suas deformações, e consequentemente as tensões atuantes, nos blocos e nos prismas. / Complications arising from imperfections on the bonded surface of structural masonry blocks, from current manufacturing procedures, makes it a field of study for optimization in the improvement of these irregularities. To this end, this paper aims to propose an alternative to the manufacture of structural masonry block through the use and application of fluid concrete with mixture 1:3, 1:5 and 1:7, whose resistance to compression them and prisms, meet the requirements established by the Brazilian technical standards NBR 15961-1 and NBR 15961-2. Thus, this work describes tests performed on blocks and prisms. The prisms were tested with mixed and polymeric block-laying mortars. In some of these tests using LVDTs and Strain Gages to check their displacements and their deformations, and consequently tensions, in the blocks and prisms.