Localized irregularities in the canal walls are sities which concentrate stresses and make the stresses distribution occurs asymmetrically in the root structure during the filling phase. This asymmetric distribution of stresses may contribute to the generation of defects in the dentin, which can propagate in vertical root fracture (VRF). Thus, this study evaluated the influence of enlargement in the apical stress distribution in curved canals when a spreader digital was inserted against the canal walls using Finite Element Analysis (FEA). A basic three-dimensional geometric model of the mesiobuccal root (MV) of a Maxillary First Molar (1ºMM) with root canal curved and anatomical diameter 0.25 mm was confectioned with the program SolidWorks Simulation (Dassault Systèmes SolidWorks Corporation, France). Based on this basic model, four post-instrumentation geometric models were established to accommodate canal preparation performed with HERO 642 (Micromega, Besançon, France) instruments 30/.02 (IAF +1); 35/.02 (IAF +2); 40/.02 (IAF +3) and 45/.02 (IAF +4). In the program SolidWorks Simulation, the models were discretized in a finite number of elements united by their nodal points. To the models were attributed to mechanical properties of dentin that characterized their mechanical behavior. The models were fixed to the outer surface to limit the rotational and translational movements in all directions during the simulation. A load of 13 N was applied along the canal walls (mesial, distal, buccal and palatal) up to 3 mm of the apical foramen simulating the action of a spreader digital Nickel-Titanium (NiTi) B Dentsply Maillefer, Ballaigues, Switzerland). The results of AEF showed a better distribution of stresses as further enlargement was performed. The highest stress decreased distal and palatal walls of the canal because of the increased apical enlargement. The location of the highest value of stress changed in the buccal and palatal walls due to increased apical enlargement. Thus, it can be concluded that the enlargement apical improve the distribution of stresses in curved canals when a digital spreader is inserted against the walls of the canal. / Irregularidades presentes nas paredes do canal radicular são sítios que concentram tensões, e fazem com que a distribuição de tensão ocorra de maneira assimétrica na estrutura radicular durante a etapa obturadora. Essa distribuição assimétrica de tensões talvez contribua para a geração de defeitos na dentina radicular, os quais podem propagar-se em Fratura Vertical da Raiz (FVR). Diante disso, este estudo avaliou a influência do alargamento apical na distribuição de tensões em canais radiculares curvos quando um espaçador digital foi inserido contra as paredes do canal utilizando a Análise de Elementos Finitos (AEF). Um modelo geométrico tridimensional básico da raiz Mésio-Vestibular (MV) de um Primeiro Molar Superior (1ºMS) com canal radicular curvo e diâmetro anatômico 0,25 mm foi confeccionado com o programa SolidWorks Simulation (Dassault Systèmes SolidWorks Corporation, França). Baseado nesse modelo básico, quatro modelos geométricos pós-instrumentação foram estabelecidos para acomodar o preparo do canal realizado com instrumentos HERO 642 (Micromega, Besançon, França) 30/.02 (IAI+1); 35/.02 (IAI+2); 40/.02 (IAI+3) e 45/.02 (IAI+4). No programa SolidWorks Simulation, os modelos foram discretizados em um número finitos de elementos unidos por seus pontos nodais. Aos modelos foram atribuídas propriedades da dentina (módulo de elasticidade, coeficiente de Poisson e densidade) a fim de caracterizar o seu comportamento mecânico. Então, os modelos foram fixados na superfície externa para limitar os movimentos de rotação e translação em todas as direções durante a simulação. Uma força de 13 N foi aplicada ao longo das paredes do canal radicular (mesial, distal, vestibular e palatina) até 3 mm do forame apical simulando a ação de um espaçador digital B de Níquel-Titânio (NiTi) (Dentsply Maillefer, Ballaigues, Suíça). Os resultados da AEF mostraram que houve uma melhor distribuição de tensões à medida que um maior alargamento foi realizado. O maior valor de tensão diminuiu nas paredes distal e palatina do canal em virtude do maior alargamento apical. O local aonde a tensão foi maior, mudou nas paredes vestibular e palatina, de 6 mm para 3 mm, em decorrência do maior alargamento apical. Dessa forma, pode-se concluir que o alargamento apical melhora a distribuição de tensões em canais radiculares curvos quando um espaçador digital é inserido contra as paredes do canal.

Utvecklingen av förbandsmetoder är viktigt för att utveckla konstruktionslösningar. Under det senaste decenniet har forskning på limmade förband utförts, främst på inlimning av stålstag och plattstål i limträ. Förhoppningen är att spänningen ska fördelas jämnare i förbandet och att brott ska kunna undvikas. Hypotetiskt sett skulle det kunna göra knutpunker utan synliga förband möjliga vilket även skulle gynna arkitekternas önskemål. Genom en sammanställning av tidigare forskning dras en jämförelse mellan testresultaten och en antagen knutpunkt som belastas av egentyngder och variabla laster. På så sätt kan limmets kapacitet konkretiseras. Även problematik som uppstår och förutsättningar som måste utvecklas redovisas. / The development of joints for wood structures has been under progress during the last decade, and research has mainly been done on glued in steel rods and inner steel plate joints. The aim of this report is to find a way to get a better shear resistance to prevent timber structures from breaking during high risk circumstances, such as loads caused by exceptional weather. Structures without visible joints would also benefit the architects' wishes, which would be a reason to develop the technique of joints for wood structures. By a compiling of previous research, a comparison between test results and a joint of a hypothetical building is made. The loads that affect the calculations of the joint are snow-, wind-, variable and structural loads. This concretises the capacity of the adhesive joint. Also problems that appear and preconditions that have to be developed are recited.

Four beam-bond test specimens, two in accordance with RILEM TC-RC5 recommendation, labelled as RILEM and two based on a modified form of the ACI 208 beam-bond test method, labelled as Notched, were tested in four-point bending to investigate the bond stress distribution and values along the bar embedment length of a 15 𝑚𝑚 nominal diameter GFRP rebar. The beams experienced failure through the rupturing of the longitudinal GFRP tensile reinforcement. In addition, two Modified and ten Standard pullout specimens were tested using the same bar. The beam-bond and the Modified pullout specimens had embedment length of 600 𝑚𝑚 while the Standard pullout specimens had, in accordance with CSA S806, 60 𝑚𝑚 embedment, or four times the bar nominal diameter. The first Modified pullout specimen experienced concrete splitting failure and as a result, the second was lightly confined and failed by GFRP bar rupture. All ten Standard pullout specimens failed due to bar pullout. It was determined that the actual bond stress distribution as a function of the embedment length is practically parabolic and can be described by the derivative of a modified form of the logistic growth function used to approximate the strain distribution along the embedment length. Furthermore, the maximum bond stress location progressively moves from the loaded-end towards the unloaded-end as the bond continues to deteriorate with increasing GFRP stress levels. The development length recommendations by ACI 440.1 and to a lesser degree, CSA S806 and CSA S6 are quite conservative compared to that which is required. It is observed that pullout tests alone cannot provide sufficient knowledge regarding the bond behaviour of FRP reinforcement; consequently, the results of beam-bond testing are more appropriate. Standard pullout tests may be incorporated into quality assurance programs with the understanding that they cannot provide valuable information regarding bond stress distribution and required development length in real structural elements with large embedment lengths. In terms of the beam-bond test method, the RILEM TC-RC5 design recommendation appears to be superior since it eschews severe stress perturbation caused by incidence of flexural cracks at beam midspan. As a result, it produces stability in the terms of the data gathered from the strain gauges placed on the GFRP bar. This benefit outweighs the ease of constructability of the Notched beams as well as their resemblance to real beams. / Thesis / Master of Applied Science (MASc) / The force that bonds a reinforcing rod to concrete is determined using three test methods. Each method is recommended by some design standards, but it is unclear how the results of these tests compare to each other. To shed light on the issue, a 15 𝑚𝑚 fibre glass rod was tested using three well-known test methods. It was discovered that two of the methods give results that are reasonably close while the third gives variable results that generally do not agree with the results of the other two. It was also discovered that the required embedment length recommended for such a bar by design codes and standards are relatively excessive because they underestimate the actual bond strength of the rod. Since sometimes it may be difficult to provide such long length in practice, it is recommended that the code requirements be revisited.

<p dir="ltr">Post-tensioned concrete is a popular structural system in modern bridge design, allowing for longer bridge spans and the construction of curved, spliced, and segmental girders. When designed and constructed properly, post-tensioned concrete can offer improved durability over reinforced concrete as it is more resistant to cracking. However, corrosion of prestressing strands can compromise the integrity of post-tensioned construction. Grouting has been the primary method of providing corrosion protection to the prestressing strands. However, grouting of tendons presents numerous limitations and results in multiple problems in practice. As a result, there has been increased interest in the use of unbonded tendons. Corrosion protection can still be achieved in unbonded tendons through the use of flexible fillers such as grease and microcrystalline wax. Limited research has been conducted on unbonded tendons, and no known research exists regarding the behavior of unbonded tendons subject to torsion. The objective of this research was to investigate the torsional behavior and strength of unbonded post-tensioned bridge girders. The scope of work included testing six specimens to investigate the difference in behavior between bonded and unbonded tendons as well as the influence of internal versus external ducts. The influence of transverse reinforcement was also considered.</p>

In dieser Arbeit wurden das Kreislinienmodell und das Kreisringmodell zur Berechnung der Spannungsverteilung in kreisringförmigen Querschnitten mit Öffnungen und versagender Zugzone untersucht. Beide Modelle wurden auf den spezifischen Fall des Schornsteins des Salinemuseums in Halle angewendet, ein markantes Beispiel für eine kreisringförmige Struktur mit Öffnung. Es wurde festgestellt, dass das Kreislinienmodell in bestimmten Bereichen auf der unsicheren Seite liegt und eine geringere Spannung aufweist als das Kreisringmodell. Darüber hinaus wurde beobachtet, dass das Kreislinienmodell einen kleineren Wertebereich hat und die Spannungen somit früher asymptotisch ansteigen. Die Kraftbeiwertmethode wurde zur Ermittlung der Windlasten genutzt und der Lagrange-Algorithmus wurde mit gemessenen Ausmitten zur Beschreibung der Exzentrizität des Schornsteins verwendet.:Aufgabenstellung I Kurzfassung III Abstract III Definitionsverzeichnis VII 1 Einleitung 1 2 Theoretische Grundlagen 3 2.1 Lastannahmen am Mauerwerksschornstein 3 2.2 Bedeutung von Modellen 34 2.3 Annahmen die getroffen werden 36 2.4 Umgang mit vollkommen versagender Zugzone 37 2.5 Verwendung von Polarkoordinaten für Kreisquerschnitte 39 2.6 Ermittlung der Nulllinie 43 2.7 Spannungsermittlung am Kreis bei versagender Zugzone 45 2.8 Spannungsermittlung am Kreisring bei versagender Zugzone 50 2.9 Spannungsermittlung an der Kreislinie bei versagender Zugzone 54 3 Spannungsermittlung bei versagender Zugzone an geöffneten Kreisquerschnitten 59 3.1 Spannungsermittlung bei versagender Zugzone am geöffneten Kreisring 59 3.2 Spannungsermittlung an der geöffneten Kreislinie bei versagender Zugzone 79 3.3 Labilitätszahl und Berechnung nach Zheorie II. Ordnung 85 3.4 Nachweis der hergeleiteten Flächenmomente 88 3.5 Berechnungshilfsmittel 97 4 Anwendung und Vergleich der Kreismodelle 111 4.1 Anwendung auf den Schornstein S-1 112 4.2 Nachweise mit dem Kreisringmodell 125 4.3 Spannungsunterschiede der Modelle 131 5 Gegenüberstellung der Ergebnisse 135 5.1 Unterschiedliche Öffnungsbreiten 135 5.2 Anwendungsfall Salineschornstein 137 6 Fazit 139 Literaturverzeichnis 141 Anhang 145 / This work investigated the circle line model and the circular ring model for calculating the stress distribution in circular cross-sections with openings and failing tension zone. Both models were applied to the specific case of the Saline chimney in Halle, a prominent example of a circular ring structure with an opening. It was found that the circle line model is on the unsafe side in certain areas and has a lower tension than the circular ring model. Furthermore, it was observed that the circle line model has a smaller range of values, causing the stresses to increase asymptotically earlier. The force coefficient method was used to determine the wind loads, and the Lagrange algorithm was used with measured offsets to describe the eccentricity of the chimney.:Aufgabenstellung I Kurzfassung III Abstract III Definitionsverzeichnis VII 1 Einleitung 1 2 Theoretische Grundlagen 3 2.1 Lastannahmen am Mauerwerksschornstein 3 2.2 Bedeutung von Modellen 34 2.3 Annahmen die getroffen werden 36 2.4 Umgang mit vollkommen versagender Zugzone 37 2.5 Verwendung von Polarkoordinaten für Kreisquerschnitte 39 2.6 Ermittlung der Nulllinie 43 2.7 Spannungsermittlung am Kreis bei versagender Zugzone 45 2.8 Spannungsermittlung am Kreisring bei versagender Zugzone 50 2.9 Spannungsermittlung an der Kreislinie bei versagender Zugzone 54 3 Spannungsermittlung bei versagender Zugzone an geöffneten Kreisquerschnitten 59 3.1 Spannungsermittlung bei versagender Zugzone am geöffneten Kreisring 59 3.2 Spannungsermittlung an der geöffneten Kreislinie bei versagender Zugzone 79 3.3 Labilitätszahl und Berechnung nach Zheorie II. Ordnung 85 3.4 Nachweis der hergeleiteten Flächenmomente 88 3.5 Berechnungshilfsmittel 97 4 Anwendung und Vergleich der Kreismodelle 111 4.1 Anwendung auf den Schornstein S-1 112 4.2 Nachweise mit dem Kreisringmodell 125 4.3 Spannungsunterschiede der Modelle 131 5 Gegenüberstellung der Ergebnisse 135 5.1 Unterschiedliche Öffnungsbreiten 135 5.2 Anwendungsfall Salineschornstein 137 6 Fazit 139 Literaturverzeichnis 141 Anhang 145

Le procédé d'agglomération humide trouve des applications dans des secteurs industriels d'importance (e.g. agroalimentaire, pharmaceutique, génie civil, etc.) et s'appuie encore fortement sur le savoir-faire des opérateurs. Ce travail porte sur l'étude des contributions des apports hydriques et mécaniques à l'agglomération humide d'une poudre réactive (transformation de la semoule de blé en grains de couscous). Une approche découplée des apports d'eau et d'énergie mécanique est proposée. L'apport d'eau est étudié par la modélisation de l'influence des paramètres formulation et procédé de l'atomisation liquide sur la taille des gouttes pulvérisées. Les apports d'énergie mécanique sont étudiés à l'aide d'un équipement modèle de malaxage. La répartition des contraintes verticales dans le milieu granulaire à l'état statique est identifiée via une "cartographie 2D des isocontraintes". Le comportement de la poudre au malaxage est étudié au cours du déplacement de la pale dans le malaxeur modèle, par l'analyse des champs de vitesses des particules (obtenus par vélocimétrie par images de particules), et par la mesure des contraintes verticales au niveau de la pale. Une étude de la sthénique et de la cinématique des écoulements granulaires permet d'identifier des longueurs caractéristiques impliquées dans le comportement du milieu granulaire à l'état statique et sous sollicitation mécanique. L'étude couplée des apports hydriques et mécaniques est réalisée par suivi des dynamiques d'agglomération humide dans un malaxeur à pale. Elles sont décrites par des mesures en continu de la consommation énergétique et des mesures in situ des spectres d'absorption proche infra-rouge. / The wet agglomeration process presents large applications in different industrial fields (e.g. food, pharmaceutics, civil engineering, etc.) and is still mainly based on technical know-how and empiricism of operators. This thesis work investigates the contributions of water and mechanical energy inputs to the wet agglomeration of a reactive powder, in the particular case of the transformation of durum wheat semolina in couscous grains. A uncoupled approach of both water and mechanical energy inputs is carried out. The water addition is studied through a modelisation of the influence of operating and formulation parameters of the liquid atomization process on the droplet size. Mechanical energy inputs are studied using a model experimental mixing equipment. Vertical stress distribution in the granular bed in static conditions is identified thanks to the establishment of a "2D iso-stress cartography". The granular medium behaviour under mechanical solicitation is studied during the blade motion in the model mixing equipment thanks to the analysis of granular flows and velocity fields (obtained by particle image velocimetry) and to vertical stress measurements directly on the blade. A sthenic and kinematic study of granular flows allows to identify characteristic lengths involved in the granular medium behaviour under mechanical solicitation. The coupled study of water and mechanical inputs is conducted by following in-line the wet agglomeration dynamics in a pilot mixing device using energetical consumption measurements as well as in situ acquiring of near infrared absorption spectra.

No description available.

Overburden stripping is one of the essential activities in open-cast mines before starting the ore production. Due to the economic advantages, dragline is a widely utilized machinery in the overburden excavation. These earthmovers carry out the earthmoving process with dragging, hoisting and dumping actions of the bucket. Dragline excavator&rsquo / s efficiency is critically important, since poor performance of a dragline in the mine site directly affects the total efficiency of ore production. Therefore, productivity studies about dragline should be directed to decrease cycle time and increase payload, with avoiding catastrophic failure. In this regard, determination of stress distribution on the front-end components of dragline is meaningful to detect the external factors against dragline operation. In order to provide insight into the dragline bucket-formation interaction and stress distribution on the bucket, this research studies the simulation of horizontally moving dragline bucket where passive earth forces of the formation create resistance to the movement. Within the scope of simulation, (i) solid models of dragline bucket and the rigging mechanism were created in the Computer-Aided Drawing (CAD) environment, (ii) the model was transferred to the Finite-Element Analysis (FEA) software, (iii) two different case studies were simulated in the FEA virtual environment. One of the cases handled the stress investigation on the dragline bucket at the first interaction with the formation, while the other focused on the stress formations on a moving dragline bucket. Simulation results showed that overloading conditions occurred on bottom edges of the bucket lip for the first case, and drag hitch part and digging teeth for the second case. Moreover, a sensitivity analysis was carried out to measure the effects of formation specification changes on the stress values on the bucket. The analysis showed that stress values on the bucket elements were most sensitive to internal friction angle and least sensitive to density. Consequently, this thesis study discusses stress and deformation components on the dragline bucket during the interaction with formation. Since there is not enough number of research studies in the literature about the stress investigation on a moving dragline bucket, this thesis study is expected to provide benefit to understand the basis of dragline bucket actions.

No description available.

Mining engineers are tasked with ensuring that underground mining operations be both safe and efficiently productive. Induced stress in deep mines has a significant role in the stability of the underground mines and hence the safety of the mining workplace because the behavior of the rock mass associated with mining-induced seismicity is poorly-understood. Passive seismic tomography is a tool with which the performance of a rock mass can be monitored in a timely manner. Using the tool of passive seismic tomography, the advance rate of operation and mining designs can be updated considering the induced stress level in the abutting rock. Most of our current understanding of rock mass behavior associated with mining-induced seismicity comes from numerical modeling and a limited set of case studies. Therefore, it is critical to continuously monitor the rock mass performance under induced stress. Underground stress changes directly influence the seismic wave velocity of the rock mass, which can be measured by passive seismic tomography. The precise rock mass seismicity can be modeled based on the data recorded by seismic sensors such as geophones of an in-mine microseismic system. The seismic velocity of rock mass, which refers to the propagated P-wave velocity, varies associated with the occurrence of major seismic events (defined as having a local moment magnitude between 2 to 4). Seismic velocity changes in affected areas can be measured before and after a major seismic event in order to determine the highly stressed zones. This study evaluates the seismic velocity trends associated with five major seismic events with moment magnitude of 1.4 at a deep narrow-vein mine in order to recognize reasonable patterns correlated to induced stress redistribution. This pattern may allow recognizing areas and times which are prone to occurrence of a major seismic event and helpful in taking appropriate actions in order to mitigate the risk such as evacuation of the area in abrupt cases and changing the aggressive mine plans in gradual cases. In other words, the high stress zones can be distinguished at their early stage and correspondingly optimizing the mining practices to prevent progression of high stress zones which can be ended to a rock failure. For this purpose a block cave mine was synthetically modeled and numerically analyzed in order to evaluate the capability of the passive seismic tomography in determining the induced stress changes through seismic velocity measurement in block cave mines. Next the same method is used for a narrow vein mine as a case study to determine the velocity patterns corresponding to each major seismic event. / Doctor of Philosophy / Mining activities unbalance the stress distribution underground, which is called mining induced stress. The stability of the underground mines is jeopardized due to accumulation of induced stress thus it is critical for the safety of the miners to prevent excessive induced stress accumulation. Hence it is important to continuously monitor the rock mass performance under the induced stress which can form cracks or slide along the existing discontinuities in rock mass. Cracking or sliding releases energy as the source of the seismic wave propagation in underground rocks, known as a seismic event. The velocity of seismic wave propagation can be recorded and monitored by installing seismic sensors such as geophones underground. The seismic events are similar to earthquakes but on a much smaller scale. The strength of seismic events is measured on a scale of moment magnitude. The strongest earthquakes in the world are around magnitude 9, most destructive earthquakes are magnitude 7 or higher, and earthquakes below magnitude 5 generally do not cause significant damage. The moment magnitude of mining induced seismic events is typically less than 3. In order to monitor mining induced stress variations, the propagated seismic wave velocity in rock mass is measured by a series of mathematical computations on recorded seismic waves called passive seismic tomography, which is similar to the medical CT-scan machine. Seismic wave velocity is like the velocity of the vibrating particles of rock due to the released energy from a seismic event. This study proposes to investigate trends of seismic velocity variations before and after each seismic event. The areas which are highly stressed have higher seismic velocities compared to the average seismic velocity of the entire area. Therefore, early recognition of highly stressed zones, based on the seismic velocity amount prior the occurrence of major seismic events, will be helpful to apply optimization of mining practices to prevent progression of high stress zones which can be ended to rock failures. For this purpose, time-dependent seismic velocity of a synthetic mine was compared to its stress numerically. Then, the seismic data of a narrow vein mine is evaluated to determine the seismic velocity trends prior to the occurrence of at least five major seismic events as the case study.