This thesis deals with solving the most serious internal defects in castings made of aluminum alloys which are cast in sand molds in Slévárna a modelárna Nové Ransko Ltd. The problem solving contains a description of the problematic castings with the investigation of the structure and phases and subsequent detailed analysis of their production. The Author of this thesis also examines the influence of Fe and Mn on a possible formation of the internal porosity with the help of test meltings with the evaluation of the internal structural change. The Author’s design solution is a close checking of chemical composition with regard to the ratio Mn / Fe present in the alloy, the purchase of Foundry Degassing Unit to reduce gassiness of melted metals and better control of gassiness with the help of the appropriate equipment for the density Dichte index.

This diploma thesis deals with the problem of wax patterns manufacturing in investment casting technology (lost wax process). This technology is very sensitive to the exact execution in each phase of the whole process, from concept design up to the final casting expedition. During most operations, dimensional changes occur, which is affecting the accuracy of the final casting. No matter how big these changes are, but especially if they occur with the least variance. One of the first phases in this technology is making wax patterns. There are several ways of making the wax patterns and this thesis is describing two different methods used in the Alucast foundry. One is based on using “soft waxes” enabling using low pressure machines, the other one on the “hard waxes” where the injection machine with higher presses is being used (SOM). These two above mentioned technologies are compared in this work.

Tragwerke aus Stahlbeton weisen infolge des Kriechens und Schwindens des Betons ein zeitveränderliches Materialverhalten auf. Die Folge sind Umlagerungen der im Querschnittsinneren wirkende Kräfte und im Zeitverlauf zunehmende Verformungen. Zur Beurteilung dieses Langzeitverhaltens sind geeignete Berechnungsmodelle erforderlich, die im Planungsstadium eine zuverlässige Prognose ermöglichen. Dabei spielen nicht nur reine Stahlbetonkonstruktionen eine Rolle, sondern im Zuge von Ertüchtigungsmaßnahmen werden zur Erhöhung der Tragfähigkeit zunehmend auch textile Bewehrungen aus Carbon- und AR-Glasfasern eingesetzt. Durch die beanspruchungsgerecht aufzubringenden Bewehrungsstrukturen und einen speziellen Feinbeton können sehr geringe Betonschichtdicken realisiert werden. Es entsteht ein Verbundquerschnitt mit unterschiedlichen Betonrezepturen, gleichfalls unterschiedlichem Betonalter und mit mehreren verschiedenen Bewehrungskomponenten. Um Aussagen zum Langzeitverhalten derartiger Konstruktionen treffen zu können, ist eine ganzheitliche Betrachtung über alle diese im Verbund liegenden Komponenten mit ihren jeweiligen Materialeigenschaften erforderlich. Im Rahmen der vorliegenden Arbeit sind in einem ersten Schritt die Stoffgesetze für die beteiligten Materialien Beton, Stahl- und Textilfaserbewehrung zu formulieren. Im Mittelpunkt steht dabei das viskoelastische Verhalten des Betons, für dessen baumechanische Beschreibung ein geeignetes rheologisches Modell in Form einer Feder-Dämpfer-Kombination dargestellt und die zugehörige Spannungs-Dehnungs-Zeit-Beziehung hergeleitet wird. Ferner wird aufgezeigt, wie die erforderlichen Materialparameter mit Hilfe üblicher Berechnungsansätze für Kriechen und Schwinden (z.B. nach EUROCODE 2) kalibriert werden können. Die betrachteten Textilfasern werden zunächst mit linear-elastischem Verhalten in Rechnung gestellt. Auf alternative Ansätze, die auch hier viskoelastische Eigenschaften berücksichtigen, wird hingewiesen, und das Berechnungsmodell ist dahingehend erweiterbar gestaltet. In einem zweiten Schritt werden die Materialmodelle der Einzelkomponenten nach den mechanischen Grundprinzipien von Gleichgewicht und Verträglichkeit und unter der BERNOULLIschen Annahme eines eben bleibenden Querschnittes miteinander in Beziehung gesetzt. Hierfür ist eine inkrementelle Vorgehensweise erforderlich, die mit dem Zeitpunkt der ersten Lastaufbringung beginnt und schrittweise den darauffolgenden Zustand berechnet. Im Ergebnis entsteht ein Algorithmus, der die am Querschnitt stattfindenden Veränderungen im Spannungs- und Dehnungsverhalten unter Einbeziehung der Stahlbewehrung sowie einer ggf. vorhandenen Textilbetonschicht wirklichkeitsnah erfaßt. Für statisch bestimmte Systeme mit bekanntem Schnittkraftverlauf wird gezeigt, wie sich so zu jeder Zeit an jeder Stelle der vorliegende Dehnungszustand und aus diesem über die Krümmung die Durchbiegung berechnen läßt. Der dritte und für viele praktische Anwendungen wichtigste Schritt besteht darin, die am Querschnitt hergeleiteten Beziehungen in ein finites Balkenelement zu überführen und dieses in ein FE-Programm zu implementieren. Auch das gelingt auf inkrementellem Wege, wobei für jedes Zeitinkrement die Spannungs- und Verformungszuwächse aller Elemente mit Hilfe des NEWTON-RAPHSON-Verfahrens über die Iteration des Gleichgewichtszustandes am gesamten System bestimmt werden. Hierzu werden einige Beispiele vorgestellt, und es werden die Auswirkungen des Kriechens und Schwindens mit den sich daraus ergebenden Folgen für das jeweilige Tragwerk erläutert. Ferner wird gezeigt, wie textilbewehrte Verstärkungsmaßnahmen gezielt eingesetzt werden können, um das Trag- und Verformungsverhalten bestehender Bauwerke unter Beachtung des zeitveränderlichen Materialverhaltens kontrolliert und bedarfsgerecht zu beeinflussen. / Structures of reinforced concrete show a time-varying material behaviour due to creeping and shrinking of the concrete. This results in the rearrangement of the stresses in the cross-section and time-depending increase of the deformations. Qualified calculation models enabling a reliable prediction during the design process are necessary for the assessment of the long-term behavior. Not only pure reinforced concrete structures play an important role, but within retrofitting actions textile reinforcements of carbon and AR-glass fibres are applied in order to enhance the load-bearing capacity. A small concrete-layer-thickness can be achieved by the load-compatible application of reinforced textile configurations and the usage of a special certain fine-grained concrete. It leads to a composite section of different concrete recipes, different concrete ages and also several components of reinforcement. To give statements for the long-term behaviour of such constructions, a holistic examination considering all this influencing modules with their particular material properties is necessary. Within this dissertation in a first step the material laws of the participated components, as concrete, steel and textile reinforcement, are defined. The focus is layed on the visco-elastic behaviour of the concrete. For its mechanical specification a reliable rheological model in terms of a spring-dashpot-combination is developed and the appropriate stress-strain-time-relation is derived. Furthermore the calibration of the required material parameters considering creep and shrinkage by means of common calculation approaches (e.g. EUROCODE 2) is demonstrated. For the textile fibres a linear-elastic behaviour is assumed within the calculation model. It is also refered to alternative approaches considering a visco-elastic characteristic and the calculation model is configured extendable to that effect. In a second step the material models of the single components are correlated taking into account the mechanical basic principles of equilibrium and compatibility as well as the BERNOULLIan theorem of the plane cross-section. Therefore an incremental calculation procedure is required, which starts at the moment of the first load-application and calculates the subsequent configuration step by step. In the result an algorithm is derived, that realistically captures the occuring changings of stress and strain in the cross-section by considering the steel reinforcement as well as a possibly existing layer of textile concrete. For statically determined systems with known section force status it is demonstrated how to calculate the existing condition of strain and following the deflection via the curvaturve at every time and at each position. The third step - for many practical applications the most important one - is the transformation of the derived relations at the cross-section into a finite beam-element and the implementation of this in a FE-routine. This also takes place in an incremental way, whereat for each time-increment the increase of stress and strain for all elements is identified by using the NEWTON-RAPHSON-method within the iteration process for the equilibrium condition of the whole system. Meaningful numerical examples are presented and the effects of creep and shrinkage are explained by depicting the consequences for the particular bearing structure. Moreover it is shown how the purposeful use of textile reinforcement strengthening methodes can influence and enhance the load-bearing and deflection characteristics of existing building constructions by considering the time-varying material behaviour.

On s’intéresse dans cette étude au potentiel de copolymères à blocs (BCP) de types PBA-b-P(MMA-co-DMA) et PBA-b-P(BA-co-DMA) en tant qu’additifs multifonctionnels nanostructurant la matrice thermodurcissable polyester insaturé de composites SMC et BMC. La nanostructuration de la résine polyester insaturé (UPR) est assurée par la ségrégation du bloc élastomère poly(acrylate de butyle), ainsi que par la miscibilité du deuxième bloc dans le réseau grâce à la bonne compatibilité des motifs diméthylacrylamide (auto-assemblage). Ces BCP sont tout d’abord étudiés en tant qu’agents renforçants et anti-retrait dans les composites SMC et BMC, en étant substitués et comparés aux additifs anti-retrait conventionnels PVAc et P(MMA-co-S) incorporés traditionnellement afin de compenser le retrait de la résine polyester. Ces additifs nanostructurants sont ensuite évalués en tant qu’agents de mûrissement des compounds SMC. La nanostructuration des BCP dans la résine UP réactive pouvant entrainer une importante augmentation de la viscosité (formation d’un gel), ces additifs pourraient peut-être constituer des agents de mûrissement plus efficaces que l’oxyde de magnésium couramment utilisé à cet effet. Une étude des matrices [UPR + BCP, UPR + PVAc et UPR + P(MMA-co-S)] est réalisée dans un premier temps, les composites BMC et SMC chargés par du carbonate de calcium et renforcés par des fibres de verre étant étudiés par la suite. En absence de charges et de fibres de verre (matrice seule), la nanostructuration est moins efficace que la macroséparation de phase des additifs conventionnels PVAc et P(MMA-co-S) pour compenser le retrait du réseau polyester. Dans un composite en revanche, la nanostructuration conduit à une compensation du retrait intermédiaire entre celles du P(MMA-co-S) et du PVAc. Au niveau de la matrice seule, la nanostructuration permet d’éviter une diminution conséquente de l’énergie de rupture du réseau polyester et permet même dans certains cas une amélioration significative de cette dernière, alors que les additifs conventionnels engendrent un effondrement de cette propriété. Cette différence est cependant beaucoup moins visible dans le cas des composites, les charges entrainant une fissuration prématurée de la matrice. Un composite nanostructuré peut tout de même présenter un renforcement significatif par rapport aux composites conventionnels lorsqu’il contient des nanovides compensateurs de retrait de tailles conséquentes qui améliorent la ténacité du matériau. En ce qui concerne le mûrissement d’un compound SMC par nanostructuration au cours du refroidissement (passage de la transition ordre-désordre), si l’augmentation de la viscosité d’un système réactif UPR + BCP semble suffisamment importante et abrupte, elle est cependant insuffisante en présence des charges ou alors intervient à une température trop faible en raison de l’influence de ces dernières sur la nanostructuration. / The aim of this study is to evaluate the potential of PBA-b-P(MMA-co-DMA) and PBA-b-P(BA-co-DMA) block copolymers (BCP) as multifunctional additives nanostructuring the unsaturated polyester thermosetting matrix of SMC and BMC composites. The nanostructuration of the unsaturated polyester resin (UPR) is ensured by the segregation of the poly(butyl acrylate) elastomeric block, and by the miscibility of the second block in the thermoset thanks to the good compatibility of dimethylacrylamide units (self-assembly). These BCP are first studied as reinforcing and anti-shrinkage agents in SMC and BMC composites, as compared to conventional low profile additives PVAc and P(MMA-co-S) traditionally blended to compensate the polyester resin shrinkage. These nanostructuring additives are then studied as thickening agents in SMC compounds. As the nanostructuration of BCP in the UP reactive resin can lead to a high viscosity increase (gel formation), BCP might provide a more efficient thickening than the conventional additive magnesium oxide. Matrices are studied first [UPR + BCP, UPR + PVAc and UPR + P(MMA-co-S)], BMC and SMC composites filled with calcium carbonate and reinforced by chopped glass fibres being then considered. In the absence of fillers and fibres (neat matrix), the nanostructuration is less efficient than the macrophase separation of PVAc and P(MMA-co-S) to compensate the polyester resin shrinkage. However, in a composite, the nanostructuration leads to an intermediate shrinkage compensation between those of P(MMA-co-S) and PVAc. In the neat matrix, the nanostructuration avoids a substantial decrease of polyester network toughness and can even lead sometimes to a significant reinforcement, whereas conventional additives decrease tremendously this property. However, this difference is not observed in composites, fillers giving rise to an early cracking of the matrix. A nanostructured composite can still present a significant reinforcement compared to conventional composites when it contains large nanovoids (compensating shrinkage) which improve the fracture toughness of the material. As regards the thickening of an SMC compound by nanostructuration during cooling (crossing of the order-disorder transition), the viscosity increase of a UPR + BCP reactive system seems important and sharp enough, but in the presence of fillers the viscosity increase is not sufficient or the order-disorder transition temperature is too low because of the influence of fillers on the nanostructuration.

Indiana University-Purdue University Indianapolis (IUPUI) / Reduction of the polymerization shrinkage stress inherent of dimethacrylate-based resin composites has been a work in progress since the phenomenon was first described by Dr. Rafael L. Bowen in 1967. Contemporary efforts to modify the composites or the curing protocols for polymerization have proven a challenging task with controversial results. Influenced by existing mathematical models relating exposure, curing time and depth of cure of resin composites, a novel method for the reduction of polymerization shrinkage stress is proposed. By polymerizing through a single aperture mask, a dental light curing unit is transformed from a planar light source to a point light source, and a fully cured, three-dimensional “bullet” shaped curing front is predicted for the cured resin below. So long as the edges of the bullet do not touch the cavity walls or floor, the shrinkage stress of the bullet is not transferred. Follow-up with an unmasked curing unit then fully polymerizes the restoration. By reducing the volume of uncured composite in contact with the cavity walls and floor, shrinkage stress of the restoration is also reduced. The objective of the present study was to demonstrate this curing phenomenon with a model resin composite using masks with aperture diameters of 0.5, 0.4, and 0.25 mm and curing times of 10, 20, 30, and 40 seconds. The resulting curing front was evaluated quantitatively and qualitatively. From this, mathematical models of the curing front were derived. Selected combinations of aperture mask and curing time were then investigated to evaluate the influence of this phenomenon on the degree of conversion, Knoop hardness, and polymerization shrinkage stress of the same model resin composite. Group differences were analyzed using a one-way ANOVA at 5% significance.

Anorthite is crystalline phase in the ceramic body. Is acquired on burning a mixture of calcium ceramic raw material. This work deals with the influence on the resulting properties of anorthite ceramic body, especially flexural strength, porosity, shrinkage, thermal expansion coefficient. And the influence of different CaO sources on the properties. As a source of CaO was used calcium carbonate, calcium hydroxide and fluid fly ash.

<p>Graphs are a natural choice for understanding the associations between variables, and assuming a probabilistic embedding for the graph structure leads to a variety of graphical models that enable us to understand these associations even further. In the realm of high-dimensional data, where the number of associations between interacting variables is far greater than the available number of data points, the goal is to infer a sparse graph. In this thesis, we make contributions in the domain of Bayesian graphical models, where our prior belief on the graph structure, encoded via uncertainty on the model parameters, enables the estimation of sparse graphs.</p> <p><br></p> <p>We begin with the Gaussian Graphical Model (GGM) in Chapter 2, one of the simplest and most famous graphical models, where the joint distribution of interacting variables is assumed to be Gaussian. In GGMs, the conditional independence among variables is encoded in the inverse of the covariance matrix, also known as the precision matrix. Under a Bayesian framework, we propose a novel prior--penalty dual called the `graphical horseshoe-like' prior and penalty, to estimate precision matrix. We also establish the posterior convergence of the precision matrix estimate and the frequentist consistency of the maximum a posteriori (MAP) estimator.</p> <p><br></p> <p>In Chapter 3, we develop a general framework based on local linear approximation for MAP estimation of the precision matrix in GGMs. This general framework holds true for any graphical prior, where the element-wise priors can be written as a Laplace scale mixture. As an application of the framework, we perform MAP estimation of the precision matrix under the graphical horseshoe penalty.</p> <p><br></p> <p>In Chapter 4, we focus on graphical models where the joint distribution of interacting variables cannot be assumed Gaussian. Motivated by the quantile graphical models, where the Gaussian likelihood assumption is relaxed, we draw inspiration from the domain of precision medicine, where personalized inference is crucial to tailor individual-specific treatment plans. With an aim to infer Directed Acyclic Graphs (DAGs), we propose a novel quantile DAG learning framework, where the DAGs depend on individual-specific covariates, making personalized inference possible. We demonstrate the potential of this framework in the regime of precision medicine by applying it to infer protein-protein interaction networks in Lung adenocarcinoma and Lung squamous cell carcinoma.</p> <p><br></p> <p>Finally, we conclude this thesis in Chapter 5, by developing a novel framework to compute the marginal likelihood in a GGM, addressing a longstanding open problem. Under this framework, we can compute the marginal likelihood for a broad class of priors on the precision matrix, where the element-wise priors on the diagonal entries can be written as gamma or scale mixtures of gamma random variables and those on the off-diagonal terms can be represented as normal or scale mixtures of normal. This result paves new roads for model selection using Bayes factors and tuning of prior hyper-parameters.</p>

Balanced cantilever bridges have historically experienced excessive deformations. Previous researchsuggeststhat the cause may be due to differential thickness in the box girder cross-section and underestimation of creep and shrinkage.In this project, the long-term deformationof balanced cantilever bridges due tonon-uniformcreep and shrinkage have been investigated. The non-uniformcreep and shrinkage arecaused by variations in drying rates for the different parts of the box-girder cross-sections.A finite element model was createdintheprogram Abaqusas a case study of the Alvik bridge.The finite element model was used to evaluate the difference betweennon-uniform and uniform creep and shrinkage with Eurocode 2.Further, a comparison between Eurocode 2 and Bažant’sB4 modelwas conductedfor non-uniform creep and shrinkage. The comparison aimedto evaluate the difference between industry and research specific calculation models, forthe effect of creep and shrinkage on deformations.A parameter study was alsoconducted to discern theeffect of parameters: ballast load, water-cementratio and conditions related to drying of concrete (relative humidity and perimeter exposed to air).Acomparison withthe deformationmeasurementsof theAlvik bridge was conductedto validate the resultsfrom the model.The results showed that there was a significant difference in the calculateddeformationof the bridge during the first ten years between analyses based onnon-uniform and uniformdistribution of creepand shrinkage,respectively.The non-uniformanalysis gave largerdeformations.However, only minor differences between the two approachescould be detected in the final deformation after 120 years. The main reason for the differences in the early behaviour is primarily caused by the differences in shrinkage rate between the top and bottom flanges. In these analyses, the top flange was assumed tonotdry out from the top. Thereby, the shrinkage rate of the top flange caused by one-way drying was similar to the bottom flange that was assumed to be exposed for two-waydrying.TheB4 model gave larger deformations compared to Eurocode2.This may be due to difference in the definition ofperimeter and surface. Eurocode 2 considers the perimeter exposed to air. The B4 model instead considers the entire surface area of the part.TheB4 model and Eurocode 2 show similar results asthe measurements. However, the B4 model gaveresults more consistent with the measurements.In the parameter study,lowerrelative humidity gave smaller deformations, since concrete shrinksquicker in dry ambient air.Varying the water-cement ratiodid not affect the deformationsnoticeably.Higher ballastheight gave significantly larger deformations. The height of the ballast was an uncertainfactor due to varying heights in the structural drawings of the case study. Accurate height of ballast is therefore important. / Freivorbau broar har historiskt sett haft problem med kraftiga deformationer. Tidigare forskning föreslår att detta har orsakats av tjockleksskillnader i lådtvärsnitt och underskattning av krypning och krympning. Denna studie har undersökteffektenav ojämn krypningoch krympning på freivorbau broars långtidsdeformationer.Den ojämna krypningen och krympningen orsakas av skillnader i uttorkningshastigheterför lådtvärsnittets olika delar. En finitaelementmodell definieradesi programmet Abaqus som en fallstudie på Alviksbron.Modellen användes för att utvärdera skillnaden mellan ojämn och jämn krypning och krympning med Eurokod 2. En jämförelsemellan Eurokod 2 och Bažant’s B4 modellgenomfördes med hänsyn till ojämn krypningoch krympning.Syftet med jämförelsen var att utvärdera skillnadermellan byggnormeroch forskningmodeller med hänsyn till deformationer orsakade av ojämnkrypningoch krympning.Vidare genomfördes enparameterstudie för att urskilja effekten av parametrarna: ballast last, vatten-cement-tal och förhållanden relaterade till betongensuttorkning(relativ fuktighet och omkrets utsatt för luft).Deformationerna från finita elementmodellen jämfördes med uppmätta deformationer av Alviksbron.Resultaten visade att det fanns en signifikant skillnad i beräknad deformationunder de första tio årenmellan ojämn och jämn krypning och krympning.Ojämn krypning och krympning gav större deformationer.Mindre deformationsskillnad gavs dock i slutgiltig deformationefter 120 år. Den främsta anledningentill skillnaderna i deformation under de första tio årenär orsakat av skillnaderi krympningens hastighet mellan övre-och undre fläns.I analyserna antogs det att övre flänsen inte torkade ut från dess övre del.Därmed varkrympningens hastighetlikartad för övre flänsen som torkade ut åt ett håll, och undre flänsen som torkade ut åttvå håll.B4 modellen gav större deformationerjämfört med Eurokod 2.En möjlig förklaring för detta är definieringen av omkrets gentemot ytans area.Eurokod 2 definierar en omkrets utsatt för luft. B4 modellen definierar i stället arean av en yta, utan att ta hänsyn till om den är utsatt för luft.Även om B4 modellen och Eurokod 2 ger likartade deformationer, ger B4 modellen oftare deformationer som stämmer bättre överens med deformationsmätningarna av Alviksbron.Lägre relativ fuktighet gav mindre deformationer, eftersom betong krymper fortare i torrt klimat. Ändring av vattencementtal gav inte någon märkbar ändring i deformationer.Högre ballasthöjd gav betydligt större deformationer. Höjden på ballast var en osäker faktorpå grund av varierandehöjder i Alviksbrons konstruktionsritningar.Noggrann höjdbestämmelse av ballasten är därför viktigt.

Model and variable selection have attracted considerable attention in areas of application where datasets usually contain thousands of variables. Variable selection is a critical step to reduce the dimension of high dimensional data by eliminating irrelevant variables. The general objective of variable selection is not only to obtain a set of cost-effective predictors selected but also to improve prediction and prediction variance. We have made several contributions to this issue through a range of advanced topics: providing a graphical view of Bayesian Variable Selection (BVS), recovering sparsity in multivariate nonparametric models and proposing a testing procedure for evaluating nonlinear interaction effect in a semiparametric model. To address the first topic, we propose a new Bayesian variable selection approach via the graphical model and the Ising model, which we refer to the ``Bayesian Ising Graphical Model'' (BIGM). There are several advantages of our BIGM: it is easy to (1) employ the single-site updating and cluster updating algorithm, both of which are suitable for problems with small sample sizes and a larger number of variables, (2) extend this approach to nonparametric regression models, and (3) incorporate graphical prior information. In the second topic, we propose a Nonnegative Garrote on a Kernel machine (NGK) to recover sparsity of input variables in smoothing functions. We model the smoothing function by a least squares kernel machine and construct a nonnegative garrote on the kernel model as the function of the similarity matrix. An efficient coordinate descent/backfitting algorithm is developed. The third topic involves a specific genetic pathway dataset in which the pathways interact with the environmental variables. We propose a semiparametric method to model the pathway-environment interaction. We then employ a restricted likelihood ratio test and a score test to evaluate the main pathway effect and the pathway-environment interaction. / Ph. D.

Tesis por compendio / [ES] Todas estructuras, especialmente las conformadas con hormigón armado, no solo deben cumplir con la seguridad necesaria bajo los Estados Límites Últimos (ULS), además es imprescindible que garanticen un comportamiento adecuado frente a condiciones de servicio. En general, los requisitos fundamentales de servicio que debe cumplir este tipo de estructuras son: la funcionalidad, comodidad para el usuario y la apariencia. Sin embargo, estos no se pueden verificar de forma directa; por lo tanto, ha sido necesario definir criterios de desempeño tales como control de deflexión, control de vibración y control de agrietamiento para dar cumplimiento a lo indicado anteriormente. Además, se dificulta el cálculo de la capacidad de servicio debido al fenómeno de agrietamiento, el efecto de rigidez por tensión, la contracción y los efectos de fluencia. Por lo tanto, el control de la fisuración en estructuras de hormigón armado generalmente se logra limitando la tensión en el refuerzo de acero y la matriz de hormigón. Siendo así que, en los diseños incluidos en códigos relevantes a hormigón, especifican la tensión máxima del refuerzo de acero después de la fisuración y el ancho máximo de fisura para los miembros estructurales de CR o FRC, no obstante los aspectos de capacidad de servicio del diseño para el hormigón reforzado con fibras de ultra alto rendimiento reforzado (R-UHPFRC), no han sido incluidos en los códigos o recomendaciones de UHPFRC. A pesar de que se han realizado muchos esfuerzos en la investigación tanto experimental como teórica sobre el comportamiento de servicio de los elementos estructurales de CR o FRC durante las últimas décadas, para el R-UHPFRC se debe desarrollar aún más su conocimiento relacionado con los requisitos para el diseño de capacidad de servicio, incluyendo su comportamiento de tensión y agrietamiento. En este marco, el objetivo principal de la presente tesis doctoral es evaluar el comportamiento de servicio de R-UHPFRC. Por tal razón, es fundamental realizar la evaluación del comportamiento de deformación y fisuración de los elementos de tracción R-UHPFRC. Para ello, se abordaron y cumplieron adecuadamente dos puntos principales. El primero, diseñar una metodología de prueba innovadora y adecuada para ejecutar los experimentos requeridos para este proyecto de doctorado. En segundo lugar, se llevó a cabo la evaluación de la respuesta de rigidez a la tensión y el comportamiento de agrietamiento del R-UHPFCR, que son parámetros primordiales para el diseño de capacidad de servicio. Para estudiar estos dos parámetros, se consideraron algunos parámetros importantes tales como: el efecto del volumen del contenido de fibra, el tipo de fibra, el efecto del tamaño, el efecto de la relación de refuerzo y el efecto de la contracción. Finalmente, para evaluar los parámetros mencionados, se presentan cuatro campañas experimentales. Cada una de ellas, representa un nivel diferente de estudio. El primero corresponde a la validación de la metodología de ensayo de tracción propuesta y examinar los datos experimentales obtenidos, para emplearlos en futuros estudios de este proyecto. El segundo nivel consistió en establecer y realizar experimentos completos con dos tipos de fibra de acero, modificando además su cantidad, es así como se utilizaron diferentes proporciones de refuerzo y sección transversal para evaluar el efecto tanto del tamaño como del contenido de fibra, respectivamente. También, en un estudio experimental específico se indagó sobre el efecto de la combinación de micro y microfibras de acero en la deformación y el comportamiento de agrietamiento de los elementos R-UHPFRC de tracción. El tercer nivel corresponde a una prueba de contracción intensiva, necesaria para obtener el valor de contracción del UHPFRC utilizado en esta investigación. El último nivel comprende la modificación de la geometría de la probeta y el uso de probetas en forma de hueso de perro para evaluar el ancho medio y máximo de fisura (valor / [CA] Totes les estructures, especialment les conformades amb formigó armat, no només han de complir amb la seguretat necessària sota els Estats Límits Últims (ULS), a més és imprescindible que garanteixin un comportament adequat davant de condicions de servei. En general, els requisits fonamentals de servei que ha de complir aquest tipus d'estructures són: la funcionalitat, la comoditat per a l'usuari i l'aparença. Això no obstant, aquests no es poden verificar de forma directa; per tant, ha calgut definir criteris d'acompliment com ara control de deflexió, control de vibració i control d'esquerdament per a donar compliment al que s'ha indicat anteriorment. A més, es dificulta el càlcul de la capacitat de servei a causa del fenomen d'esquerdament, l'efecte de rigidesa per tensió, la contracció i els efectes de fluència. Per tant, el control de la fissuració en estructures de formigó armat generalment s'aconsegueix limitant la tensió al reforç d'acer i la matriu de formigó. És així que en els dissenys inclosos en codis rellevants a formigó, especifiquen la tensió màxima del reforç d'acer després de la fissuració i l'amplada màxima de fissura per als membres estructurals de CR o FRC, no obstant els aspectes de capacitat de servei del disseny per al formigó reforçat amb fibres d'ultra alt rendiment reforçat (R-UHPFRC), no han estat inclosos als codis o recomanacions d'UHPFRC. Tot i que s'han realitzat molts esforços en la investigació tant experimental com teòrica sobre el comportament de servei dels elements estructurals de CR o FRC durant les últimes dècades, per al R-UHPFRC s'ha de desenvolupar encara més el seu coneixement relacionat amb els requisits per al disseny de capacitat de servei, incloent el comportament de tensió i esquerdament. En aquest marc, l'bjectiu principal de la present tesi doctoral és avaluar el comportament de servei de R-UHPFRC. Per aquesta raó, és fonamental fer l'avaluació del comportament de deformació i fissuració dels elements de tracció R-UHPFRC. Per això, es van abordar i van complir adequadament dos punts principals. El primer, dissenyar una metodologia de prova innovadora i adequada per executar els experiments requerits per a aquest projecte de doctorat. En segon lloc, es va fer l'avaluació de la resposta de rigidesa a la tensió i el comportament d'esquerdament del R-UHPFCR, que són paràmetres primordials per al disseny de capacitat de servei. Per estudiar aquests dos paràmetres, es van considerar alguns paràmetres importants com ara l'efecte del volum del contingut de fibra, el tipus de fibra, l'efecte de la mida, l'efecte de la relació de reforç i l'efecte de la contracció. Finalment, per avaluar els paràmetres mencionats, es presenten quatre campanyes experimentals. Cadascuna representa un nivell diferent d'estudi. El primer correspon a la validació de la metodologia dassaig de tracció proposada i examinar les dades experimentals obtingudes, per a emprar-les en futurs estudis daquest projecte. El segon nivell va consistir a establir i realitzar experiments complets amb dos tipus de fibra d'acer, modificant-ne a més la quantitat, és així com es van utilitzar diferents proporcions de reforç i secció transversal per avaluar l'efecte tant de la mesura com del contingut de fibra, respectivament. També, en un estudi experimental específic, es va indagar sobre l'efecte de la combinació de micro i macrofibres d'acer en la deformació i el comportament d'esquerdament dels elements R-UHPFRC de tracció. El tercer nivell correspon a una prova de contracció intensiva, necessària per obtenir el valor de contracció de l'UHPFRC utilitzat en aquesta investigació. L'últim nivell comprèn la modificació de la geometria de la proveta i l'ús de provetes en forma d'os de gos per avaluar l'amplada mitjana i màxima de fissura (valor real detectat) provocat per esforços de tracció en els elements de tracció R-UHPFRC . És important esmentar que es van fer diferents anàlisis per a cada investigació experimental i es van ac / [EN] All structures, particularly reinforcement concrete structures, apart from meeting necessary security against Ultimate Limit States (ULS), must exhibit appropriate behaviour under service conditions. Generally, the fundamental serviceability requirements that concrete structures should meet are functionality, user comfort and appearance. These requirements cannot, however, be directly checked. Therefore, performance criteria, such as deflection control, vibration control and cracking control, are defined to meet these requirements. Serviceability calculation is complicated because of the cracking phenomenon, the tension stiffening effect, shrinkage, and creep effects. Cracking control in reinforced concrete (RC) structures is generally achieved by limiting stress in steel reinforcement and the concrete matrix. Many concrete code designs specify a maximum steel reinforcement stress after cracking and a maximum crack width for RC or fibre-RC (FRC) structural members, while the design serviceability aspects for Reinforced Ultra-High Performance Fibre-Reinforced Concrete (R-UHPFRC) are poorly considered in UHPFRC codes or recommendations. Many efforts have been made in experimental and theoretical research into the serviceability behaviour of RC or FRC structural elements in the last few decades. However, for R-UHPFRC, knowledge about tension and cracking behaviour must improve and serviceability design requirements have to be further studied. Within this framework, the main purpose of the present PhD thesis is to evaluate the serviceability behaviour of R-UHPFRC. For this purpose, the evaluation of the deformation and cracking behaviour of R-UHPFRC tensile elements is essential. To that end, two main items were addressed and adequately met. The first one was to design an innovative and adequate test methodology to carry out the experiments required for this PhD project. The second involved evaluating the tension stiffening response and cracking behaviour of R-UHPFRC, which are fundamental parameters for R-UHPFRC structures' serviceability design. To study these two parameters, important parameters were considered, such as fibre content, fibre type, size effect, reinforcement ratio and shrinkage effect. In order to evaluate the aforementioned parameters, four experimental campaigns are presented. Each campaign represents a different study level. The first corresponds to the validation of the proposed tensile test methodology and to the examination of the obtained experimental data for future studies required for this PhD project. The second experimental study level corresponds to establishing and undertaking comprehensive experimental programmes with two different steel fibre types and fibre contents. Different cross-section and reinforcement ratios were used to evaluate the size effect and fibre content effect, respectively. The effect of the micro- and macro-steel fibres combination on the deformation and cracking behaviour of tensile R-UHPFRC elements was investigated in a specific experimental study. The third level corresponds to an intensive shrinkage test, which was conducted to obtain the shrinkage value of the UHPFRC used in this PhD study. The final level corresponds to a specific experimental study, done by modifying the specimen's geometry and using the dog bone-shaped specimens to evaluate the average and maximum crack width (real detected value) caused by tensile stresses in R-UHPFRC tensile elements. It is worth mentioning that different analyses were performed for each experimental research and appropriate results were achieved to fulfil the thesis aims. Keywords: cracking behaviour, design criteria, durability, fragility curve, post-cracking tensile stiffness, serviceability behaviour, shrinkage, SLS requirements, structural design, tensile elements, tension stiffening, test method, tie, UHPFRC. / This work is part of Project “BIA2016-78460-C3-1-R” supported by the State Research Agency of Spain / Khorami, M. (2023). Serviceability Behaviour of Reinforced UHPFRC Tensile Elements [Tesis doctoral]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/192683 / Compendio