The use of pre-hardened mold steels has increased appreciably over the years; more than 80% of the plastic mold steels are used in pre-hardened condition. These steels are delivered to the customer in finished state i.e. there is no need of any post treatment. With hardness around ~40HRC, they have properties such as good polishability, good weldability, corrosion resistance and thermal conductivity. Machinability is a very important parameter in pre-hardened mold steels as it has a direct impact on the cost of the mold. In normal machining operations involving intricate or near net shapes, machining constitutes around 60% of the total mold cost. Efforts are underway to explore every possible way to reduce costs associated with machining and to make production more economical. All the possible parameters which are considered to affect the machinability are being investigated by the researchers. This thesis work focuses on the effect of prior austenite grain size on the machinability of pre-hardened mold steel (Uddeholm Nimax).  Austenitizing temperatures and holding times were varied to obtain varying grain sized microstructures in different samples of the same material. As it was difficult to delineate prior-austenite grain boundaries, experimental and empirical methods were employed to obtain reference values. These different grain sized samples were thereafter subjected to machining tests, using two sets of cutting parameters. Maximum flank wear depth=0.2mm was defined for one series of test which were more akin to rough machining, and machining length of 43200mm or maximum wear depth=0.2mm were defined for second series of tests which were similar to finishing machining. The results were obtained after careful quantative and qualitative analysis of cutting tools. The results obtained for Uddeholm Nimax seemed to indicate that larger grain sized material was easier to machine. However, factors such as retained austenite content and work hardening on machined surface, which lead to degradation of machining operations were also taken into consideration. Uddeholm Nimax showed better machinability in large grained samples as retained austenite(less than 2%) content was minimal in the large grained sample. Small grained sample in Uddeholm Nimax had a higher retained austenite (7+2%) which resulted in degradation of machining operation and a lesser cutting tool life.

A reação álcali-agregado - RAA é uma patologia de ação lenta que tem sido observada em construções de concreto capaz de comprometer suas estruturas. Sabe-se que a reação álcali-agregado é um fenômeno bastante complexo em virtude da grande variedade de rochas na natureza que são empregadas como agregados no preparo do concreto, podendo cada mineral utilizado afetar de forma distinta a reação ocorrida. Em função dos tipos de estrutura, das suas condições de exposição e dos materiais empregados, a RAA não se comporta sempre da mesma forma, em virtude disto a pesquisa constante neste tema é necessária para o meio técnico e a sociedade. Pesquisas laboratoriais, empíricas e experimentais tem sido rotina em muitos dos estudos da RAA dada ainda à carência de certas definições mais precisas a respeito dos métodos de ensaio, mas também em função da necessidade do melhor conhecimento dos materiais de uso em concretos como os agregados, cimentos, adições, aditivos entre outros e do comportamento da estrutura. Embora técnicas de prevenção possam reduzir significativamente a incidência da RAA, muitas estruturas foram construídas antes que tais medidas fossem conhecidas, havendo no Brasil vários casos de estruturas afetadas, sendo custosos os reparos dessas estruturas. Em estudos recentes sobre o tamanho das partículas de álcali-agregado e sua distribuição foi concluído que o tamanho do agregado está relacionado com o potencial danoso da RAA. Existem ainda indícios de que o tamanho e a distribuição dos poros do concreto também sejam capazes de influenciar o potencial reativo do concreto. Neste trabalho desenvolvemos um Sistema de Visão Artificial (SVA) que, com o uso de técnicas de Processamento de Imagens, é capaz de identificar em imagens de concreto, agregado e poros que atendam em sua forma, às especificações do usuário, possibilitando o cálculo da porosidade e produzindo imagens segmentadas à partir das quais será possível extrair dados relativos à geometria desses elementos. Serão feitas duas abordagens para a obtenção das imagens, uma por Escâner Comercial, que possui vantagens relacionadas à facilidade de aquisição do equipamento, e outra por micro tomógrafo. Uma vez obtidas informações sobre as amostras de concreto, estas podem ser utilizadas para pesquisar a RAA, comparar estruturas de risco com estruturas antigas de forma a melhorar a previsão de risco de ocorrência, bem como serem aplicadas a outras no estudo de outras patologias do concreto menos comuns no nosso país, como o efeito gelo/degelo. / The alkali-aggregate reaction - RAA is a condition of slow action that has been observed in concrete constructions that could affect their structures. It is known that the alkali-aggregate reaction is a very complex phenomenon because of the great variety of rocks in nature that are used as aggregates for concrete, and each mineral used differently affects the reaction occurred. Depending on the type of structure, its exposure conditions and the materials used, this phenomenon does not always behaves the same way, because of this, constant research in this area is needed for the technical means and the society. Laboratory, empirical and experimental research has been routine in many of the RAA studies still given the lack of certain more precise definitions concerning the testing methods, but also because of the need for better understanding of the use of materials in concrete as aggregate, cement, additions, additives etc. and structure behavior. Prevention techniques could significantly reduce the incidence of RAA. Still, many structures were built before such measures were known, several cases of affected structures were discovered in Brazil, all with large spending on repairs of the affected structures. In recent studies on the particle size of the alkaliaggregate and its distribution was concluded that the aggregate size is related to the damaging potential of the RAA. There are also indications that the size and distribution of concrete pores are also capable of influencing the reactive potential of the concrete. In the present work we developed an Artificial Vision System ( VAS ) that uses image processing techniques to identify aggregate and pores in hardened concrete images, enabling the calculation of porosity and producing segmented images that can be used to investigate data about the geometry of these elements. Were made two approaches for obtaining the images, one by Scanner Commercial, which has related advantages will ease the acquisition of equipment, and other micro CT scanner. Once obtained information on the concrete samples, these can be used to search the AAR compared risk structures with old structures so as to enhance the occurrence of risk prediction, as well as be applied to other concrete in the study of other pathologies less common in our country, as ice effect / thaw.

The master thesis dealing with problematic about durability of concrete, with use of recycled concrete and addition of silica additions. Predominant for resistance of concrete constructions is surface layer, through which aggressive gasses and liquids penetrate from surrounding environment. The most important indicator of concrete durability is ability of surface layer transmissions of aggressive substants. In experimental part will be defined the actual state of surface layer by normal testing methods. The transmissions of surface layer will be tested on concrete cubes. Tests for transmissions of air (method TORRENT), of water (method ISAT), of acid gases (dept of carbonation by quick test in 98% CO2) will be carried out and also strength tests. Assessment of positive or negative influence of additions and amount of cement on durability and mechanical properties of concrete will be discussed in conclusion.

No description available.

CubeSat missions needs components that are tolerant against the radiation in space. The hardware components must be reliable, and it must not compromise the functionality on-board during the mission. At the same time, the cost of hardware and its development should not be high. Hence, this thesis discusses the design and development of a CubeSat architecture using a Commercial Off-The- Shelf (COTS) Multi-Processor System on Chip (MPSoC). The architecture employs an affordable Rad-Hard Micro-Controller Unit as a Supervisor for the MPSoC. Also, it uses several radiation mitigation techniques such as the Latch-up protection circuit to protect it against Single-Event Latch-ups (SELs), Readback scrubbing for Non- Volatile Memories (NVMs) such as NOR Flash and Configuration scrubbing for the FPGA present in the MPSoC to protect it against Single-Event Upset (SEU)s, reliable communication using Cyclic Redundancy Check (CRC) and Space packet protocol. Apart from such functionalities, the Supervisor executes tasks such as Watchdog that monitors the liveliness of the applications running in the MPSoC, data logging, performing Over-The-Air Software/Firmware update. The thesis work implements functionalities such as Communication, Readback memory scrubbing, Configuration scrubbing using SEM-IP, Watchdog, and Software/Firmware update. The execution times of the functionalities are presented for the application done in the Supervisor. As for the Configuration scrubbing that was implemented in Programmable Logic (PL)/FPGA, results of area and latency are reported. / CubeSat-uppdrag behöver komponenter som är toleranta mot strålningen i rymden. Maskinvarukomponenterna måste vara pålitliga och funktionaliteten ombord får inte äventyras under uppdraget. Samtidigt bör kostnaden för hårdvara och dess utveckling inte vara hög. Därför diskuterar denna avhandling design och utveckling av en CubeSatarkitektur med hjälp av COTS (eng. Custom-off-The-Shelf) MPSoC (eng. Multi Processor System-on-Chip). Arkitekturen använder en prisvärd strålningshärdad (eng. Rad-Hard) Micro-Controller Unit(MCU) som Övervakare för MPSoC:en och använder också flera tekniker för att begränsa strålningens effekter såsom kretser för att skydda kretsen från s.k. Single Event Latch-Ups (SELs), återläsningsskrubbning för icke-volatila minnen (eng. Non-Volatile Memories) NVMs som NOR Flash och skrubbning av konfigurationsminnet skrubbning för FPGA:er i MPSoC:en för att skydda dem mot Single-Event Upsets (SEUs), och tillhandahålla pålitlig kommunikation mha CRC och Space Packet Protocol. Bortsett från sådana funktioner utför Övervakaren uppgifter som Watchdog för att övervaka att applikationerna som körs i MPSoC:en fortfarande är vid liv, dataloggning, och Over- the-Air-uppdateringar av programvaran/Firmware. Examensarbetet implementerar funktioner såsom kommunikation, återläsningsskrubbning av minnet, konfigurationsminnesskrubbning mha SEM- IP, Watchdog och uppdatering av programvara/firmware. Exekveringstiderna för utförandet av funktionerna presenteras för den applikationen som körs i Övervakaren. När det gäller konfigurationsminnesskrubbningen som implementerats i den programmerbara logiken i FPGA:n, rapporteras area och latens.

In the framework of the conservation of early reinforced concrete structures from the last third of the 19th century up to 1914, this research deals with superstructures (excluding foundations, roads, pipes, etc.) in reinforced concrete (in the modern sense of the term – i.e. concrete made with artificial cement and rebars supplying tensile strength; thus, the combination of a metal profile embedded in concrete is excluded). The development of reinforced concrete as a building material started around 1880 and became widespread around the time of the First World War. Some of the structures concerned are listed as heritage properties today. Therefore they deserve specific and careful study to ensure long-term preservation of their historic, architectural, technical and socio-economic value. They bear witness to a period in construction history when reinforced concrete was a new material. The outbreak of the First World War marked the end of the initial period of innovation, exploration and experimentation. By then, reinforced concrete had become widely accepted and adopted as a suitable and effective building material. However, present-day attempts at restoration often prove inadequate, due to incomplete understanding of this period of construction and the characteristics of the first generation of reinforced concrete. If the causes of degradation are incorrectly diagnosed, the repairs are likely to be inappropriate. Moreover, the number of reinforced concrete structures requiring repair work is currently increasing with the natural ageing of the material. This phenomenon will continue to grow in the coming years.<p><p>With this in mind, the present research aims at identifying the specific structural characteristics of reinforced concrete structures erected before the First World War. Several axes of investigation were pursued in this PhD research and have resulted in the main observations detailed below. <p>- Based on a case study of the region of Brussels (Belgium), a database of structures built in reinforced concrete prior to 1914 was drawn up in order to place the material in its historical and geographical context. The inventory currently contains 507 examples and provides a panorama of the uses of reinforced concrete, ranging from numerous foundations and slabs to a complete structure from the end of the 1890s. This list is supplemented by a survey of a total of 605 patents filed for reinforced concrete in Belgium before the First World War. The early development of reinforced concrete was strongly related to national patenting, with a considerable number of systems being patented by private inventors for commercial purposes. Reinforced concrete profoundly transformed the building industry. All the professions working with the composite material had to change their approach, from the planning stage through to execution on the site. From the viewpoint of construction history, all these modifications make the time of the advent of reinforced concrete a particularly fruitful period to study. <p>- From the survey of early reinforced concrete structures in Brussels and the database of Belgian patents, the supremacy of the Frenchman François Hennebique and his system on the Brussels market for reinforced concrete (and, by extension, on the Belgian market) before 1914 is incontestable. This commercial achievement resulted from a combination of factors: an efficient structural system, meticulous attention to the quality of on-site reinforced concrete execution, and the commercial acumen to develop the business through advertising and other media. The well-known Hennebique system represents a monolithic structure including slabs, beams and columns. In fact, this system changed over the decades of operation of Hennebique’s company, not so much in relation to the design methods (his original semi-empirical method continued to be used) but particularly in practical terms (the type and location of the rebars among others). The evolution of the system is analysed by means of technical drawings from about 30 Belgian projects designed by Hennebique between 1900 and 1930. <p>- After the building contractors, who had been the first to believe in the structural and economic potential of reinforced concrete, engineers invented the calculation models and architects started developing new shapes. The Belgian engineer Paul Christophe was among the first theorists of reinforced concrete. The publication of his book Le béton armé et ses applications in 1899 is internationally recognised as a milestone in the rational modelling of structural reinforced concrete elements. Prior to the present study, details of his life and work remained largely uninvestigated, but the discovery of large parts of his personal archives has allowed clarification of his role in the popularisation of reinforced concrete, especially at the theoretical level.<p>- Reinforced concrete structures around the beginning of the 20th century were initially governed by empirical models of calculation (and execution) developed by the individual constructors. Gradually, reinforced concrete standards, published between 1904 and 1923 and based on working stress analysis and elastic modular ratio theory, replaced the utility of the patented systems. The different theoretical approaches are briefly described in this research. Mastering the theoretical assumptions and calculation methods used at the time represents the first step towards an appreciation of the structural behaviour and the possible weaknesses that can be expected.<p>- A review, based on literature published at that time, of the properties of the components of reinforced concrete allows identification of the characteristic materials used in the concrete matrix and the metal reinforcements. The execution process and the available technological tools for erecting a reinforced concrete structure are also addressed, as these would have had a direct influence on the quality of construction. Non-destructive and destructive experimental laboratory tests were performed on original samples, mainly removed from the Colo-Hugues viaduct (1904, Braine-l’Alleud, Hennebique system) in order to assess the mechanical properties, chemical features and durability issues for concrete and ferrous reinforcements. Comparing the results obtained using different techniques also makes it possible to determine the extent to which these techniques are reliable for the appraisal of early reinforced concrete structures. <p>- The structural efficiency of the Hennebique system is assessed based on an understanding of the principles of Hennebique’s semi-empirical method of calculation, but also – and primarily – by means of observations from experimental tests carried out on full-sized beams removed from the Colo-Hugues viaduct. Analysing and understanding the behaviour of the new composite material was a critical issue for promoting the use of reinforced concrete at the beginning of the 20th century. Today, what is required is a re-assessment of its structural behaviour. Three bending tests up to failure in simply supported conditions were performed at the BATir Department of the Université libre de Bruxelles on T-beams from the Colo-Hugues viaduct. This case study is representative of the majority of Hennebique structures, because the typical continuous straight T-beam is the main structural element of any Hennebique structure (bridge, building, etc.). The first test is a four-point bending test on a complete span (6 m) of the viaduct to obtain the response of the central part under positive bending moment. The flexural failure was ductile and occurred through yielding of the reinforcements followed by crushing of the concrete at mid-span. The second and third tests are three-point bending tests on 4 m long specimens centred on the column, representing the behaviour of the beam around the supports. These showed a sudden slipping failure due to loss of the adhesive bond between rebars. The results of these three experiments combined reproduce the actual behaviour of the viaduct in service. The bearing capacity of the Hennebique system in service and at ultimate has been demonstrated, at least for one loading case. These experimental tests provide essential data for a better understanding of the mechanisms of failure and reveal the main weaknesses of the Hennebique T-beam. Two strengthening solutions are suggested as supplementary information. <p>- The pathologies observed in early reinforced concrete structures (honeycombs, corrosion of the rebars, and so on) are mainly attributable to the tools and techniques that the builders had at their disposal (handmade compaction, high water-to-cement ratio, etc.) and by the limited contemporary knowledge of the physical and chemical phenomena, especially with regard to long-term effects. In fact, the concrete quality of the viaduct is surprisingly satisfactory despite its great age, due to the fact that the whole structure was covered with plaster, like the majority of reinforced concrete structures designed at that time.<p><p>This research establishes that reinforced concrete structures from 1880 to 1914 differ from later reinforced concrete structures. Taking into consideration the features of early reinforced concrete structures will contribute to ensuring sustainable conservation with limited intervention, thus preserving as much as possible of the original structure when restoration work is undertaken. Working on existing buildings often requires a multidisciplinary and holistic approach. The present study could thus be extended in various areas. For example, other structural aspects could be studied more in depth, such as demonstration of the shear strength of the Hennebique system or detailed consideration of the reinforcements (low adherence, particular anchorage devices, etc.)/<p>C'est dans le cadre de la conservation, au sens large du terme, que s'inscrit cette recherche sur les constructions en béton armé de première génération, c'est-à-dire de la fin du 19ème siècle au début du 20ème siècle. Cette recherche traite uniquement des superstructures, à l'exclusion des fondations, routes, tuyaux, etc. et en béton armé au sens moderne du terme, c'est-à-dire un béton réalisé à base de ciment artificiel et dont les armatures interviennent surtout pour reprendre les efforts de traction, ce qui exclut par exemple les utilisations de poutrelles métalliques enrobées de béton. Certains de ces ouvrages, réalisés entre 1880 et 1914, font aujourd'hui partie intégrante du patrimoine bâti, pour leurs valeurs architecturale, historique, technique ou aussi socio-économique. Ils jalonnent désormais l'histoire de la construction comme témoins d'une époque où le béton armé était un matériau nouveau. La Première Guerre mondiale marque la fin de cette période de premières innovations, d'explorations et d'expérimentations. Elle entérine l'acceptation et la diffusion du béton armé comme matériau de construction à part entière. Cependant, ainsi que le montrent certains projets de restauration actuels aux interventions inadéquates, il y a encore une méconnaissance des spécificités du béton armé de cette époque. Les causes de leurs dégradations mal diagnostiquées sont traitées de façon inappropriée. Or, dans les prochaines années, nombre de structures en béton armé construites dans la première moitié du 20ème siècle seront amenées à subir une rénovation suite au vieillissement naturel du matériau. C'est pourquoi pour conserver au mieux ces structures, il est indispensable d'étudier en détails leurs caractéristiques techniques pour ensuite intervenir, si nécessaire, de façon précise et adaptée.<p><p>Ce doctorat s'attèle donc à identifier les particularités des constructions en béton armé construites avant l'avènement de la Première Guerre mondiale, et plus spécifiquement à étudier leurs aspects structuraux. Plusieurs axes de recherche ont été développés et ont abouti aux principaux résultats suivants. <p>- Basé sur le cas de la région de Bruxelles-Capitale (Belgique), un inventaire des interventions en béton armé, construites avant 1914, a été dressé pour replacer le matériau dans son contexte historique et géographique. Cette base de données, comprenant 507 biens jusqu'à présent, illustre les types d'utilisation du béton armé dans la construction au début du 20ème siècle, d'abord des fondations ou simples planchers, jusqu'à une structure monolithique complète dès la fin des années 1890. Cet inventaire est complété par le relevé détaillé des brevets, au nombre de 605, déposés à ce sujet en Belgique avant la Première Guerre mondiale. Les brevets ont joué un rôle fondamental dans le développement du béton armé. Celui-ci était, en effet, régi par un foisonnement de systèmes commerciaux, majoritairement brevetés. L'introduction du béton armé a transformé en profondeur le secteur de la construction et notamment les professions liées tant à la phase de conception qu'au chantier lui-même. Du point de vue de l'histoire de la construction, toutes ces mutations font de l'avènement du béton armé une période historique riche. <p>- A la lecture du panorama offert par les inventaires des constructions et des brevets, la prééminence de la compagnie du Français François Hennebique, et donc de son système, sur le marché bruxellois (et par extrapolation sur le marché belge) du béton armé avant 1914 est indéniable. La réussite commerciale de Hennebique résulte d'une combinaison de facteurs: un système efficace sur le plan structural, une qualité d'exécution de béton coulé en place fiable et méticuleuse ainsi qu'un sens développé des affaires, en maîtrisant l'art de la promotion et de la publicité notamment. Le système bien connu de Hennebique comprend un ensemble monolithique formé par des dalles (hourdis), poutres et colonnes. Ce système a, en réalité, évolué dans le temps, pas tant d'un point de vue théorique (les calculs de dimensionnement sont les mêmes) mais plutôt pratique (positionnement, type d'armatures, etc.). Cette évolution a été observée par l'étude d'une trentaine de cas pratiques exécutés par Hennebique entre 1900 et 1930 en Belgique.<p>- Après les entrepreneurs, qui ont été les premiers à croire aux nouvelles possibilités constructives qu'offre le béton armé ainsi qu'à son succès commercial, les ingénieurs en inventent les principes de calcul et les architectes en révolutionnent les formes. L'ingénieur belge Paul Christophe fut parmi les premiers théoriciens du béton armé. La publication de son ouvrage Le béton armé et ses applications en 1899 constitue une étape importante, et internationalement reconnue, pour le dimensionnement rationnel d'éléments structuraux en béton armé. Jusqu'à la présente recherche, sa vie et son œuvre étaient restées assez confidentielles mais la découverte d'une partie de ses archives personnelles a permis de clarifier son rôle dans la diffusion, surtout théorique, du béton armé. <p>- Les structures en béton armé d'avant la Première Guerre mondiale furent d'abord gouvernées par des méthodes empiriques de dimensionnement (et d'exécution) développées par chaque constructeur. L'apparition des premières règlementations entre 1904 et 1923, basées sur une analyse en contraintes admissibles et la théorie du coefficient d'équivalence, remplace ensuite peu-à-peu l'utilité des systèmes brevetés. Les différentes approches théoriques sont brièvement décrites dans cette recherche. Maitriser les hypothèses et les méthodes de calculs employées à l'époque est, en effet, une première étape pour comprendre le fonctionnement structural prévu et les potentielles défaillances de dimensionnement. <p>- A travers une lecture attentive de la littérature publiée à cette période, les matériaux intervenants dans la fabrication du béton armé (c'est-à-dire le béton et les armatures) et utilisés couramment au début du 20ème siècle ont été identifiés ainsi que les moyens disponibles à cette époque pour produire des structures en béton armé. Des méthodes d'essais non-destructives et destructives ont été appliquées principalement, sur le viaduc Colo-Hugues (1904, Braine-l'Alleud, système Hennebique) afin d'évaluer les caractéristiques mécaniques, les propriétés chimiques et la durabilité tant du béton que des renforcements métalliques. Comparer les résultats de ces différentes méthodes permet d'aborder les limites d'utilisation de ces techniques, lorsqu'il s'agit d'évaluer structuralement des bétons armés de première génération. <p>- Grâce à la compréhension des principes, semi-empiriques, de dimensionnement appliqués par le bureau Hennebique en son temps mais surtout grâce aux observations déduites des essais expérimentaux réalisés sur des poutres de grandeur réelle, prélevées sur le viaduc Colo-Hugues, le fonctionnement structural réel du système Hennebique est évalué. Comprendre et modéliser le comportement du nouveau matériau composite fut une problématique fondamentale pour accroître l'usage du béton armé au début du 20ème siècle. Actuellement, il s'agit de réévaluer le comportement de ces structures. Trois essais jusqu'à rupture ont été menés, au département BATir de l'Université libre de Bruxelles, sur des poutres à gousset en T provenant du viaduc Colo-Hugues en conditions isostatiques et soumises à flexion. Ce viaduc des chemins de fer vicinaux est un cas d'étude représentatif de la majorité des constructions Hennebique, car la poutre de section en T est la structure typique du système Hennebique, utilisée tant dans les ouvrages d'art que dans les bâtiments. Le premier essai est une flexion 4 points sur une travée complète du viaduc (6 m de portée) pour obtenir la réponse en zone de moment maximum positif. La rupture ductile a eu lieu par plastification des armatures suivie d'un écrasement du béton en zone centrale, c'est-à-dire dans la zone la plus sollicitée. Deux éléments identiques de longueur de 4 m ont été essayés en flexion 3 points pour représenter le comportement sur appuis. La rupture de ces deux dernières expériences s'est produite suite à un glissement des armatures sur appuis (goussets à côté de la colonne). Il s'agit donc d'une rupture à caractère fragile. Les trois essais combinés représentent correctement la structure hyperstatique du viaduc dans son fonctionnement en service. La capacité portante réelle du système Hennebique en service et à l'état limite ultime, du moins dans un cas de chargement, a pu être expliquée. Ces essais fournissent les données essentielles pour estimer l'efficacité structurale du système Hennebique et identifier ses faiblesses. Deux solutions de renforcement sont proposées en complément d'information.<p>- Les pathologies observées dans les bétons armés datant du début du 20ème siècle (nids de graviers, corrosion des armatures, etc.) sont, la plupart du temps, causées par les outils sommaires à la disposition des constructeurs (vibration à la main, rapport eau/ciment plus élevé qu'aujourd'hui, etc.) et par une connaissance limitée des phénomènes physiques et chimiques, surtout à long terme. En fait, la qualité du béton du viaduc Colo-Hugues est particulièrement satisfaisante malgré l'âge avancé du béton, grâce notamment à l'enduit recouvrant l'ensemble du viaduc, ce qui est le cas pour la majorité des structures de la période étudiée.<p><p>Cette recherche démontre que les constructions en béton armé datant de 1880 à 1914 diffèrent des ouvrages postérieurs en béton armé et qu'il serait utile pour leur restauration de tenir compte de ces spécificités. La connaissance approfondie des particularités des constructions en béton armé de première génération permettra, espérons-le, de contribuer à leur longévité en intervenant le moins possible sur les structures d'origine. Etant donné que l'étude des structures existantes nécessite le plus souvent une approche pluridisciplinaire, ce travail pourrait être poursuivi dans plusieurs domaines variés. Il resterait notamment à approfondir d'autres aspects de stabilité, comme par exemple la démonstration de l'efficacité à l'effort tranchant du système Hennebique ou encore la prise en considération plus détaillée des armatures (adhérence limitée, forme d'ancrage particulier, etc.). / Doctorat en Sciences de l'ingénieur / info:eu-repo/semantics/nonPublished