The subject of the thesis is a part of the South Center of Brno. After a long period of time, the locality is starting to "wake up to life", thanks to the fact that after a few decades it was finally decided on the fate and location of the Central Station. Thus, it is expected to expand the city in a southern direction. Then incorporate adjacent areas to the center. The thesis follows the project from 2018, the subject of which was the design of an urban concept of a territorial unit defined by Opuštěná Street, the Lower Railway Station, the Svratka River and the planned new urban class located on the visual axis of Cathedral (st. Petr and Pavel). Therefore, the thesis deals with the architectural study of a part of this area, situated near the river Svratka, on the border of the newly emerging city embankment. It is a multifunctional block, with predominant use for housing with 136 apartments for about 450 inhabitants. This block is further divided into 3 buildings, which have two underground floors providing technological background, and parking spaces for the entire multifunctional block. Further, the architectural study focuses on one of these polyfunctional block objects and processes it in more detail. The building of the residential building, called "A" in the study, provides a total of 47 apartments. And in the ground floor of the building there are rentable spaces for various uses. The effort of the proposal was to create quality living in a unique location on the waterfront and provide the inhabitants with a view of the Svratka River and the park on the opposite bank, even though it is almost in the city center.

Owners of dams in the Czech Republic are obliged to ensure the safety management. Part of it is measurement that covers comparing of measured values with limit values (threshold limits). Czech legislation provides principles of safety management e.g. regular observation and monitoring, their periodicity or measured variables. Expectation of reducing the probability of failure, automatic data acquisition system and dam ageing are reasons for adjusting limit values systematically. The aim of this thesis is to specify the method of determination the limit values of displacement for making a vertical survey of embankment dams. The method is demonstrated on the case study of Moravka dam. Sensitivity analysis of hydro-mechanical coupled model of embankment dam is included.

Bc. Pavel Malina, , Architecture and Urbanism, Department of Design V., Faculty of Architecture Brno University of Technology 2009, 42 pages Diploma Thesis, Tutor doc. Ing. arch. Karel Havli, Faculty of Architecture Brno University of Technology The main focus of this thesis is an urban and an architectural design of the postindustrial area alongside the Svitavy raceway in Brno, particularly with chosen area from Křenová street to railway corridor behind Lidl market. This thesis is intended to find hidden potential of the Svitavy race in the urban environment, especially to renew and build new public areas dedicated to pedestrians and cyclists. Proposed solution is also trying to find new functional utilization of the current area along the both race shores. The theoretical part of the diploma thesis describes the urban development of the city, its history and the development of Brno region as well as rivers in its district. It examines and analyses the prerequisites of the area affecting the design. Complete description and specifications of the projected design are to be found here. The drawing part deals with the graphic analysis of the area as well as the concretization of prerequisites influencing the design and solves the complete urban design together with the designated local views of the area.

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Die vorliegende Arbeit befasst sich mit der Bestimmung des erforderlichen Deckwerkssteindurchmessers für eine Böschung an einer deutschen Binnenwasserstraße, welche unter der Belastung des Bugstrahlrudereinsatzes eines böschungsnah fahrenden Schiffes steht. Hierbei wird ausschließlich der Betrachtungsfall einer losen Steinschüttung (bestehend aus den Wasserbausteinen der geläufigen Größen- bzw. Gewichtsklassen) geschildert. Für die Bestimmung der Belastung des beschriebenen Bugstrahlrudereinsatzes wird auf die dreidimensionale hydronumerische Modellierung (3D-HN-Modellierung) zurückgegriffen. Der wesentliche Fokus innerhalb der 3D-HN-Modellierung liegt auf der Ausarbeitung der vorherrschenden turbulenten Strukturen, welche sowohl dem turbulenten Grundcharakter des Propulsionsstrahls als auch der Strahlumlenkung durch die bestehende Querströmung zugeordnet werden. Diesbezüglich präsentiert die Arbeit geeignete Modellannahmen (z. B. für die Berücksichtigung der Schiffsgeschwindigkeit), Randbedingungen (z. B. für den Propeller des Bugstrahlruders) sowie grundlegende Bedürfnisse an die Diskretisierung des Modellgebietes (z. B. aufgrund der Grenzschicht-Theorie von ebenen Wänden). Als Grundlage für die beschriebene Untersuchungsabsicht wird in einem ersten Schritt ein Überblick zur bestehenden Literatur bzw. zu den bestehenden und angewandten Ansätzen der Deckwerksbemessung infolge der Belastung eines Propulsionsstrahls bereitgestellt. Weiterhin müssen Erfahrungen zur Wirkungsweise einer Querströmung auf die Strahlausbreitung gesammelt und eingebunden werden. Aufgrund der böschungsnahen Fahrt des Schiffes steht dem umgelenkten Propulsionsstrahl ein zusätzlich beengter Ausbreitungs-raum zur Verfügung, welcher ebenfalls in die Betrachtungen einfließt. Auf Grundlage der beschriebenen Rahmenbedingungen wird die Wahl eines geeigneten Modellierungsansatzes innerhalb der 3D-HN-Modellierung vorgestellt. Damit die vorhandenen turbulenten Strukturen hinsichtlich ihrer Wirkungsweise an der Böschung erfasst werden können, bindet die vor-liegende Arbeit eine von Söhngen (2014) aufgestellte Auswertemethodik der bemessungsrelevanten, böschungsnahen Belastungsgrößen ein. Hierbei wird verstärkt auf die Rolle des Belastungsbetrags, der Belastungsorientierung sowie der Belastungsdauer eingegangen. Entsprechend der geschilderten komplexen Strömungssituation müssen geeignete Versuchsparameter definiert werden, welche in der Lage sind, potenzielle Gesetzmäßigkeiten der Strahlausbreitung und der daraus resultierenden Böschungsbelastung aufzuzeigen. Im Rahmen der vorliegenden Arbeit stehen die Einflüsse der Schiffsgeschwindigkeit, der Bugstrahlruderleistung sowie des Böschungsabstandes im Vordergrund, wohingegen weitere Einflussgrößen (wie z. B. die Böschungsneigung) unverändert bleiben. Im Anschluss an die Generierung der zeitlichen Belastungsverläufe an der Böschung beschreibt die vorliegende Arbeit ein Vorgehen zur Entkopplung der 3D-HN-Modellierung von der Mobilisierung eines Deckwerkssteins. Hierfür dienten Modellsteine aus physikalischen Modellversuchen der Bundesanstalt für Wasserbau als Datengrundlage für die Durchführung einer Computertomographie eines kompletten Modelldeckwerkes. Die daraus gewonnenen Einzelsteingeometrien werden hinsichtlich ihrer Ergebnisqualität interpretiert und abschließend mit den ermittelten Belastungsverläufen der 3D-HN-Modellierung innerhalb einer Festkörperbewegung vereinigt.:Symbolverzeichnis Abkürzungsverzeichnis Abbildungsverzeichnis Tabellenverzeichnis 1 Einführung und Motivation 1.1 Einleitung 1.2 Abgrenzung und Zielstellung dieser Arbeit 1.3 Methodisches Vorgehen 1.4 Gliederung der Arbeit 2 Theoretische Grundlagen 2.1 Konstruktionsarten von Bugstrahlruderanlagen 2.2 Propellerstrahltheorien 2.3 Vereinfachte Strahltheorie 2.4 Strahlausbreitung 2.4.1 Freie Strahlturbulenz 2.4.2 Propellerstrahl des Bugstrahlruders 2.4.3 Flüssigkeitsstrahlen in einer Querströmung 2.5 Erosionspotenzial des Propellerstrahls 2.5.1 Bewegungsbeginn von Gesteinspartikeln 2.5.2 Einfluss turbulenter Schwankungen 2.5.3 Deckwerksbemessung 2.6 Zusammenfassung 3 Numerische Modellierung turbulenter Fließprozesse 3.1 Grundlagen der 3D-HN-Modellierung 3.1.1 Erhaltungsgleichungen 3.1.2 Diskretisierung 3.1.3 Modellierungsstrategien 3.2 Aufbau und Wirkung der Wandgrenzschicht 3.3 Detached Eddy Simulation 3.4 Modellierung der Strömung innerhalb der Bugstrahlruderanlage 3.4.1 Ansatz einer ebenen Scheibe 3.4.2 Reale Propellergeometrie 3.5 Erfassung der böschungsnahen Strömungsverhältnisse 3.5.1 Abbildung der Böschung in der 3D-HN-Modellierung 3.5.2 Modellgebiet und Parametervariationen 3.5.3 Methodik zur Erfassung der Böschungsbelastung 3.5.4 Übertragung der Berechnungsergebnisse auf ein reales Schüttsteindeckwerk 3.6 Zusammenfassung 4 Deckwerksbelastung des Bugstrahlruders eines fahrenden Schiffes 4.1 Modellgebiet und Berechnungsdaten 4.2 Anströmung zum Bugstrahlruder 4.3 Strahlausbreitung 4.3.1 Strahlausbreitung innerhalb der Bugstrahlruderanlage 4.3.2 Strahlausbreitung außerhalb der Bugstrahlruderanlage 4.4 Böschungsbelastung 4.4.1 Belastungsschwerpunkt 4.4.2 Strahlangriffswinkel und modifizierter Strahlangriffsbeiwert 4.4.3 Deckwerkssteinbemessung 4.5 Zusammenfassung 5 Festkörperbewegung 5.1 Datengrundlage 5.2 Computertomographie 5.3 Aufbereitung der Einzelsteingeometrien 5.4 Ergebniskontrolle 5.5 Übergang zur Festkörperbewegung 6 Fazit und Ausblick Literaturverzeichnis Anhang / The present thesis addresses the reckoning of the required embankment stone diameter at German federal inland waterways, in order to guarantee a sustainable embankment stability against the bowthruster jet of closely passing by vessels. In doing so, the exclusive case being examined is armourstones in bulk (common classes of coarse particles and mass). From a systematic point of view the three-dimensional hydrodynamic modeling approach is used to determine the incoming strains of the bowthruster jet. Within this approach one of the main emphases is to highlight the prevailing turbulent structures, which can be assigned to the fundamental turbulent character of the jet as well as towards the bending of the jet entering a crossflow. In this regard the thesis presents suitable model assumptions (e.g. the consideration of the vessel movement), boundary conditions (e.g. the turning propeller) and model area requirements (e.g. due to the boundary layer theory at walls). As a basis for the described research intention an overview of the existing literature on bowthruster jets as well as the currently used design approach for armourstones in bulk is given. Furthermore, knowledge of the jet bending mechanism due to a crossflow has to be provided and included. Additionally, the role of the limited space between the vessel and the embankment has to be pointed out, as it forces the jet propagation to modify greatly. In consequence of the mentioned framework conditions, a suitable modeling approach which is able to comprehend the broad manifestations of turbulence is chosen. In order to achieve knowledge about the strain mechanism of the bended bowthruster jet on the embankment, the present thesis includes an evaluation algorithm given by Söhngen (2014). Within the evaluation algorithm the importance of the strain magnitude, the strain orientation as well as the strain duration is emphasized. In accordance with the outlined complex flow situation appropriate research parameters have to be defined, which enable the detection of potential regularities within the bended jet propagation as well as within the resulting strains on the embankment. Therefore, the present thesis primarily deals with the speed of the vessel, the installed capacity of the bowthruster and the embankment distance of the vessel, whereas additional influence quantities (e.g. the slope angle of the embankment) remain constant. Following the generating process of the embankment strains, an approach which detaches the three-dimensional hydrodynamic modeling of the strains from the mobilization of an individual armourstone is introduced. The required model stones originated from experimental modeling approaches of the Federal Waterways Engineering and Research Institute and were processed in order to conduct a computer tomography of a complete embankment model. Subsequent to the computer tomography the isolated stone geometries were processed, leading towards a reunification with the embankment strains within a rigid body simulation approach.:Symbolverzeichnis Abkürzungsverzeichnis Abbildungsverzeichnis Tabellenverzeichnis 1 Einführung und Motivation 1.1 Einleitung 1.2 Abgrenzung und Zielstellung dieser Arbeit 1.3 Methodisches Vorgehen 1.4 Gliederung der Arbeit 2 Theoretische Grundlagen 2.1 Konstruktionsarten von Bugstrahlruderanlagen 2.2 Propellerstrahltheorien 2.3 Vereinfachte Strahltheorie 2.4 Strahlausbreitung 2.4.1 Freie Strahlturbulenz 2.4.2 Propellerstrahl des Bugstrahlruders 2.4.3 Flüssigkeitsstrahlen in einer Querströmung 2.5 Erosionspotenzial des Propellerstrahls 2.5.1 Bewegungsbeginn von Gesteinspartikeln 2.5.2 Einfluss turbulenter Schwankungen 2.5.3 Deckwerksbemessung 2.6 Zusammenfassung 3 Numerische Modellierung turbulenter Fließprozesse 3.1 Grundlagen der 3D-HN-Modellierung 3.1.1 Erhaltungsgleichungen 3.1.2 Diskretisierung 3.1.3 Modellierungsstrategien 3.2 Aufbau und Wirkung der Wandgrenzschicht 3.3 Detached Eddy Simulation 3.4 Modellierung der Strömung innerhalb der Bugstrahlruderanlage 3.4.1 Ansatz einer ebenen Scheibe 3.4.2 Reale Propellergeometrie 3.5 Erfassung der böschungsnahen Strömungsverhältnisse 3.5.1 Abbildung der Böschung in der 3D-HN-Modellierung 3.5.2 Modellgebiet und Parametervariationen 3.5.3 Methodik zur Erfassung der Böschungsbelastung 3.5.4 Übertragung der Berechnungsergebnisse auf ein reales Schüttsteindeckwerk 3.6 Zusammenfassung 4 Deckwerksbelastung des Bugstrahlruders eines fahrenden Schiffes 4.1 Modellgebiet und Berechnungsdaten 4.2 Anströmung zum Bugstrahlruder 4.3 Strahlausbreitung 4.3.1 Strahlausbreitung innerhalb der Bugstrahlruderanlage 4.3.2 Strahlausbreitung außerhalb der Bugstrahlruderanlage 4.4 Böschungsbelastung 4.4.1 Belastungsschwerpunkt 4.4.2 Strahlangriffswinkel und modifizierter Strahlangriffsbeiwert 4.4.3 Deckwerkssteinbemessung 4.5 Zusammenfassung 5 Festkörperbewegung 5.1 Datengrundlage 5.2 Computertomographie 5.3 Aufbereitung der Einzelsteingeometrien 5.4 Ergebniskontrolle 5.5 Übergang zur Festkörperbewegung 6 Fazit und Ausblick Literaturverzeichnis Anhang

Châteaux bâtis sur une rivière, Azay-le-Rideau et Chenonceau entretiennent des rapports privilégiés avec l’élément aquatique. Comment celui-ci était-il mis en scène dans le cadre du jardin ? Plantés sur des îles naturelles ou artificielles, ces derniers sont-ils le fruit d’une mode ou ont-ils été influencés par des oeuvres littéraires contemporaines ? Le jardin d’île du Songe de Poliphile de Francesco Colonna a-t-il été déterminant dans l’évolution du jardin français de la Renaissance et en particulier dans ceux d’Azay-le-Rideau et de Chenonceau ? La thèse aura pour objectif de préciser leurs caractéristiques (accès, clôture, terrassement, structuration, plantations) dont la place des aménagements hydrauliques dans la mise en scène de l’ensemble château-jardin entre 1513-1560. Nous aborderons également la question de l’importance de la promenade et de la vue sur le paysage autour de la demeure. Puis, nous envisagerons la possibilité que le végétal ait participé à la création d’un discours iconographique dans le parterre de Diane à Chenonceau / Built near a river, the casltes of Azay-le-Rideau and Chenonceau have a special relationship with the water element. What relationship did these gardens have with water? How was it used to showcase the garden? Planted on natural or artificial river islands, are these gardens the result of a trend or do they owe their creation to litterary works of their time? Was Francesco Colonna’s Island Garden of the Hypnerotomachia Poliphili determining in the evolution of French Renaissance gardens and particularly at Azay-le-Rideau and Chenonceau? The Phd we are presenting will aim to explain their caracteristics between 1513-1560, including the role of hydraulic constructions in the staging of the whole castle garden. We also will endeavor to study the importance of the question of the promenade and of the view of the landscape around the castle. Then, we will consider the possibility that plants had participated to an iconographic lecture of the « parterre de Diane »

The various aspects of the 3D cellular confinement systems (geocells) subjected to static loading are comprehensively studied with the help of experimental and numerical studies. The performances of the geocells were separately studied in both sand and clay beds. Laboratory tests were performed on single as well as multiple cells. The behavior of 3D-cells made of different materials such as Novel polymeric alloy, geogrids and bamboo were compared. Moreover, the performances of the geocells were compared with other forms of geosynthetic reinforcements namely, geogrids and the combination of geocells and geogrids. In addition to comprehensive experimental study, 2-dimensional and 3-dimensional numerical modelling efforts are also presented. A Realistic approach of modelling the geocells in 3D framework has been proposed; which considers the actual curvature of the geocell pockets. An Analytical equation has been proposed to estimate the increase in the bearing capacity of the geocell reinforced soft clay beds. Similarly, a set of equations to estimate the stress and strains on the surface of the geocells subjected to compressive loading were also proposed. A case study highlighting the innovative use of the geocell foundation to support the embankment on soft settled red mud has been documented in the thesis. A new and emerging application of geocell to protect underground utilities and the buried pipelines has been proposed. At the end, behavior of the geocell under cyclic loading has also been discussed. Firstly, laboratory model tests were performed to understand the behavior of the geocells in sand and clay beds. Test results of unreinforced, geogrid reinforced, geocell reinforced, and geocell reinforced with additional planar geogrid at the base of the geocell cases were compared separately for sand and clay beds. Results revealed that the use of geocells increases the ultimate bearing capacity of the sand bed by 2.9 times and clay bed by 3.6 times. Provision of the basal geogrid increases the ultimate load carrying capacity of the sand and clay bed by about 3.6 times and 4.9 times, respectively. Besides increasing the load carrying capacity, provision of the planar geogrid at the base of the cellular mattress arrests the surface heaving and prevents the rotational failure of the footing. Geocells contribute to the load carrying capacity of the foundation bed, even at very low settlements. In addition, the effect of infill materials on the performance of the geocell was also studied. Three different infill materials, namely aggregate, sand and local red soil were used in the study. Results suggest that the performance of the geocell was not heavily influenced by the infill materials. Out of which aggregate found to be slightly better than other two infill materials. Further, 2-dimensional numerical studies using FLAC2D (Fast Lagrangian Analysis of Continua in 2D) were carried out to validate the experimental findings. The equivalent composite approach was used to model the geocells in 2-dimensional framework. The results obtained from the FLAC2D were in good agreement with the experimental results. However, in the sand bed, FLAC2D overestimated the bearing pressure by 15% to 20% at higher settlements. In addition, the joint strength and the wall deformation characteristics of the geocells were studied at the single cell level. The study helps to understand the causes for the failure of the single cell in a cellular confinement system. Experimental studies were conducted on single cells with cell pockets filled up with three different infill materials, namely, silty clay, sand and the aggregates. The results of the experimental study revealed that the deformation of the geocell wall decreases with the increase in the friction angle of the infill material. Measured strain values were found to be in the range of 0.64% to 1.34% for different infill materials corresponding to the maximum applied bearing pressure of 290 kPa. Experimental results were also validated using FLAC3D. Findings from the numerical studies were in accordance with the experimental results. A simple analytical model based on the theory of thin cylinders was also proposed to calculate the accumulated strain of the geocell wall. This model operates under a simple elastic solution framework. The proposed model slightly overestimates the strains as compared to experimental and numerical values. A realistic approach of modelling the geocells in 3-dimensional (3D) framework has been proposed. Numerical simulations have been carried out by forming the actual 3D honeycomb shape of the geocells using the finite difference package FLAC3D. Geocells were modeled using the geogrid structural element available in the FLAC 3D with the inclusion of the interface element. Geocells, foundation soil and the infill soil were modeled with the different material model to match the real case scenario. The Mohr Colombo model was used to simulate the behavior of the sand bed while modified Cam clay was used to simulate the behavior of the clay bed. It was found that the geocells distribute the load in lateral direction to a relatively shallow depth as compared to unreinforced case. More than 50% reduction in the stress in the presence of geocells and more than 70% reduction in the stress in the presence geocells with basal geogrid were observed in sand and clay beds. The numerical model was also validated with the experimental studies and the results were found to be in good agreement with each other. The validated numerical model was used to study the influence of various properties of the geocells on the performance of the reinforced foundation beds. The performance of the foundation bed was directly influenced by the modulus and the height of the geocells. Similarly, the pocket size of the geocell inversely affected the performance of the reinforced beds. The geocell with textured surface yielded better performance than the geocell with smooth surface. A case history of the construction of a 3 m high embankment on the geocell foundation over the soft settled red mud has been documented. Red mud is a waste product from the Bayer process of Aluminium industry. The reported embankment is located in Lanjigharh (Orissa) in India. The geotechnical problems of the site, the design of the geocell foundation based on experimental investigation and the construction sequences of the geocell foundations in the field are discussed. Based on the experimental studies, an analytical model was also developed to estimate the load carrying capacity of the soft clay bed reinforced with geocell and the combination of geocell and geogrid. The solution was established by superimposing the three mechanisms viz. lateral resistance effect, vertical stress dispersion effect and the membrane effect. By knowing the pressure applied on the geocell, tensile strength of the geogrid and the limiting settlement, the increment in the load carrying capacity can be calculated. The analytical model was validated with the experimental results and the results were found to be in good agreement with each other. The results of the experimental and analytical studies revealed that the use of the combination of geocell and the geogrid is always beneficial than using the geocell alone. Hence, the combination of geocell and geogrid was recommended to stabilize the embankment base in Lanjigharh. Over 15,000 mof embankment base was stabilized using geocell foundation. The foundation work was completed within 15 days using locally available labors and the equipment. Construction of the embankment on the geocell foundation has already been completed. The constructed embankment has already sustained two monsoon rains without any cracks and seepage. Like Aluminum tailings (redmud), geocell foundations can also be used in various other mine tailings like zinc, copper etc. Geocell foundation can offer potential solutions to storage problems faced by various mining industries. The thesis also proposes a potential alternative to the geocells in the form of bamboocells in order to suit the Indian scenario. Indian has the 2nd largest source of bamboo in the world. The areas particularly rich in bamboo are the North Eastern States, the Western Ghats, Chattisgarh and Andaman Nicobar Islands. The tensile strength and surface roughness of the bamboo was found to be 9 times and 3 times higher than geocell materials. In order to use the bamboo effectively, 3D cells (similar to geocells) and 2D grids (similar to geogrids) are formed using bamboo known as bamboocells and bamboogrids respectively. The idea behind forming bamboocells is to extract the additional confining effect on the encapsulated soil by virtue of its 3-dimensional shape. The laboratory investigations were performed on a clay bed reinforced with natural (bamboo) and commercial (geosynthetics) reinforcement materials. The performance of bamboocells and bamboogrids reinforced clay beds were compared with the clay bed reinforced with geocells and geogrids. The ultimate bearing capacity of the bamboocell and bamboogrid reinforced clay bed was found to be 1.3 times that of reinforced with geocell and geogrid. The settlement of the clay bed was reduced by 97% due to the insertion of the combination of the bamboocell and bamboogrid as compared to the unreinforced clay bed. The bamboo was treated chemically to increase the durability. The performance of the bamboo was reduced by 15-20% after the chemical treatment; still the performance was better than its geosynthetic counterparts. Analytical studies revealed that the 3% of the ultimate tensile strength of the bamboogrid was mobilized while resisting the footing load. The study also explored the new and innovative applications of the geocells to protect underground utilities and buried pipelines. The laboratory model tests and the numerical studies were performed on small diameter PVC pipes, buried in geocell reinforced sand beds. In addition to geocells, the efficacy of only geogrid and geocell with additional basal geogrid cases were also studied. A PVC (Poly Vinyl Chloride) pipe with external diameter 75 mm and thickness 1.4 mm was used in the experiments. The vehicle tire contact pressure was simulated by applying the pressure on the top of the bed with the help of a steel plate. Results suggest that the use of geocells with additional basal geogrid considerably reduces the deformation of the pipe as compared to other types of reinforcements. Further, the depth of placement of pipe was also varied between 1B to 2B (B is the width of loading plate) below the plate in the presence of geocell with additional basal geogrid. More than 50% reduction in the pressure and more than 40% reduction in the strain values were observed in the presence of reinforcements at different depths as compared to the unreinforced beds. Further, experimental results were validated with 3-dimensional numerical studies using 3D FLAC. Good agreement in the measured pipe stain values were observed between the experimental and numerical studies. In addition, the results of the 1-g model tests were scaled up to the prototype case of the shallow buried pipeline below the pavement using the appropriate scaling laws. The efficacy of the geocells was also studied under the action of cyclic loading. The laboratory cyclic plate load tests were performed in soft clay bed by considering the three different cases, namely, unreinforced, geocell reinforced and geocell with additional basal geogrid reinforced. The coefficient of elastic uniform compression (Cu) was evaluated from the cyclic plate load tests for the different cases. The Cu value was found to increase in the presence of geocell reinforcement. The maximum increase in the Cu value was obtained for the case of the clay bed reinforced with the combination of geocell and the geogrid. The results of the laboratory model tests were extrapolated to prototype foundation supporting the low frequency reciprocating machine. The results revealed that, in the presence of the combination of geocell and the geogrid the natural frequency of the foundation-soil system increases by 4 times and the amplitude of the vibration reduces by 92%.

Under hösten 2019 har Vattenfall Research & Development byggt en experimentell jordfyllningsdamm i Älvkarleby med dimensionerna 20x15x4 meter. Delar av experimentdammen är konventionellt konstruerade och har installerats med geoteknisk utrustning som utgörs av bland annat inklinometrar och portrycksgivare. Andra delar av experimentdammen har byggts in med defekter som ska representera åldersrelaterade skador eller utförandefel vid konstruktion. Experimentdammen ger möjlighet att under realistiska och kontrollerade förhållanden studera det mekaniska beteendet i samband med fyllning av vatten och vidare drift med hjälp av den geotekniska instrumenteringen samt med stöd av numerisk modellering. I detta examensarbete, som utgör en del av Luleå tekniska universitets forskningsprojekt mot experimentdammen, har experimentdammens beteende i form av deformationer och portryck studerats under uppfyllnad och drift fram till sommaren 2021. Detta har utförts genom simuleringar i det finita elementprogrammet PLAXIS 2D 2019 för en tvärsektion av experimentdammen i plant-deformationstillstånd. Mätpunkterna i modellen har baserats på faktisk placering av den geotekniska instrumenteringen. Den finita elementmodellen av experimentdammen har konstruerats och fyllts med vatten enligt dokumentation från fält. En flödes-deformationsanalys, med den konstitutiva modellen Hardening Soil och den hydrauliska modellen van Genuchten, har tillämpats för att modellera den simultana utvecklingen av portryck och deformationer under uppfyllnad. Materialparametervärden för den finita elementmodelleringen har erhållits från Vattenfall R&D, relevant litteratur och från fält- och laboratorieförsök. I fält har vattenvolymeterförsök utförts på tätkärnan och i laboratoriemiljö har modifierad proctorpackning, dränerade konventionella triaxialförsök, permeabilitetsförsök och övertryckskapillarimeterförsök utförts på tätkärnans material. Resultatet från övertryckskapillarimeterförsök har anpassats mot den hydrauliska modellen van Genuchten för att uppskatta en vattenbindningskurva som beskriver det icke-linjära förhållandet mellan jordens vatteninnehåll och porundertryck, det vill säga det omättade förhållandet. Vattenbindningskurvor för övriga materialzoner har uppskattats baserat på litteratur. Verktyget PLAXIS SoilTest har använts för att optimera materialparametervärden för tätkärnan mot resultat från utförda triaxialförsök. Materialparametrarna E50ref, Eoedref, Eurref, m, c, och ϕ har optimerats fram till brott i triaxial belastning. En känslighetsanalys har utförts för reduktion av filterzonernas och stödfyllningens styvhetsmoduler och deras inverkan på horisontella deformationer i dammkroppen under uppfyllnad. Känslighetsanalysen indikerar att finfiltrets styvhetsmoduler har störst inverkan och grovfiltrets styvhetsmoduler har minst inverkan på de horisontella deformationerna. Studiens resultat visar att magnituden av horisontella och vertikala deformationer kommer vara som störst i den övre delen av dammkroppen och uppgår där till 3,5 respektive 4,0 mm. Dammkroppens huvudsakliga rörelse kommer vara i nedströms riktning och det observerades hur en kontaktzon mellan uppströms filterzon och tätkärnan utgör en gräns för riktning av deformationer. Faktiskt uppmätta rörelser i installerade inklinometrar kunde inte jämföras mot deformationer i den finita elementmodellen eftersom författarens tolkning indikerar på att botten av inklinometrarna har rört på sig, och mätpunkterna i botten av modellen är fixerade. Modellen visar hur en fördröjd utveckling av vattenmättnad sker genom tätkärnan, där uppströms sida av tätkärnan reagerar snabbare på förändringar i vattennivå jämfört med nedströms sida av tätkärnan som uppvisar en fördröjd respons. Vid en sänkning av vattennivån observerades hur tätkärnan håller kvar vatten ovan portryckslinjen medan de grövre materialen dränerar i takt med vattennivåns sänkning. Utvecklingen av de simulerade portrycken i modellen under uppfyllnad och drift överensstämmer bra med de uppmätta portrycken i experimentdammen, när portrycken är positiva. Det observeras hur den finita elementmodellen överskattar negativa portryck (porundertryck). Portrycken i modellen når ett stadigt tillstånd ungefär 115 dagar efter att fyllningen av vatten påbörjats. Den finita elementmodellen lyckas att återge det teoretiska beteendet av jordfyllningsdammar under fyllning i form av huvudsakliga riktningar av deformationer och utveckling av vattenmättnad i tätkärnan. Denna studie bidrar till en djupare förståelse för experimentdammens, och i allmänhet jordfyllningsdammars, mekaniska beteende under uppfyllnad. Resultaten från den finita elementmodellen kan ur ett dammsäkerhetsperspektiv användas för erhålla indikationer på utvecklingen av deformationer, portryck och vattenmättnadsgrad i jordfyllningsdammar under uppfyllnad, och även under en tillfällig sänkning av vattennivån under den första fyllningen. Studien ger också indikationer på vilka materialparametrar som är viktiga vid numerisk modellering av mekaniskt beteende i jordfyllningsdammar. / During the autumn of 2019, Vattenfall Research & Development constructed an experimental embankment dam in Älvkarleby with the dimensions 20x15x4 metres. Parts of the experimental dam are conventionally constructed and have been equipped with geotechnical instrumentation which consist of, among other things, inclinometers and pore pressure transducers. Other parts of the experimental dam have built in defects to represent age-related damages or execution errors during construction. The experimental embankment dam provides the opportunity to, under realistic and controlled conditions, study the mechanical behaviour during filling of water and operation by means of the geotechnical instrumentation and the use of numerical modelling. In this master’s thesis, which forms part of Luleå University of Technology’s research project towards the experimental dam, the behaviour of the experimental dam in terms of deformations and pore pressures have been studied during filling and operation until the summer of 2021. This has been performed by simulations in the finite element program PLAXIS 2D 2019 for a cross section of the experimental dam under plane-strain conditions. Measuring points in the model have been based on the actual location of the geotechnical instrumentation. The finite element model of the experimental dam has been constructed and filled according to documentation from field. A fully-coupled flow deformation analysis, with the constitutive model Hardening Soil and hydraulic model van Genuchten, has been utilised to model the simultaneous development of pore pressure and deformations during filling. Values of material parameters for the finite element modelling have been received from Vattenfall R&D, relevant literature and from field- and laboratory tests. In the field, balloon tests have been performed on the core material. In laboratory environment, modified proctor compaction tests, drained conventional triaxial tests, permeability tests and pressure plate tests have been performed on the core material. Results from the pressure plate tests have been adapted to the hydraulic model van Genuchten to estimate a soil-water characteristic curve in order to describe the non-linear relation between the water content and suction in the soil, i.e. unsaturated conditions. Soil-water characteristic curves for the other material zones have been estimated based on literature. The tool PLAXIS SoilTest has been used to optimise material parameter values of the core against the results from conducted triaxial tests. The material parameters E50ref, Eoedref, Eurref, m, c, and ϕ have been optimised until failure in triaxial loading. A sensitivity analysis has been carried out, by reducing stiffness moduli of the filter zones and the shoulder material, to investigate the influence on horizontal deformations in the dam body during filling. The sensitivity analysis indicates that the stiffness moduli of the fine filter have the largest impact and the stiffness moduli of the coarse filter have the least impact on the horizontal deformations. The results of the study show that the magnitude of horizontal and vertical deformations will be largest in the upper part of the dam body and amounts to 3.5 and 4.0 mm, respectively. The main movement of the dam body will be in the downstream direction and it was observed how a contact zone between the upstream filter zone and the core forms a boundary for direction of deformations. Actual measured movements in the installed inclinometers could not be compared to deformations in the finite element model because the author’s interpretation indicates that the bottom of the inclinometers have moved, and the measuring points at the bottom of the model are fixed. The model shows how a delayed development of saturation occur through the core, where the upstream side of the core responds more quickly to changes in water level compared with the downstream side of the core which show a delayed response. At a lowering of the water level, it was observed how the core retains water above the phreatic line while the coarser materials drain as the water level decreases. Development of the simulated pore pressures in the model during filling and operation corresponds well with the measured pore pressures in the experimental dam, when the pore pressures are positive. It is observed how the finite element model overestimates negative pore pressures (suction). The pore pressures in the model reaches a steady state approximately 115 days after filling of water started. The finite element model succeeds in reproducing the theoretical behaviour of embankment dams during filling in terms of main directions of deformations and development of saturation in the core. This study contributes to a deeper understanding of the experimental dam, and in general mechanical behaviour of embankment dams during filling. The results from the finite element model can be used from a dam safety perspective to obtain indications on the development of deformations, pore pressures and degree of saturation in embankment dams during filling, and also for a temporary lowering of the water level during the first filling. The study also provides indications of which material parameters that are of importance in numerical modelling of mechanical behaviour in embankment dams.

The thesis deals with the back analysis of the instrumentated embankment on the subsoil, improved by prefabricated vertical drains. The first part is devoted to the theory of consolidation calculation. Furthermore, the author deals with a parametric study of the analytical calculation of prefabricated drains and the comparsion of the analytical and numerical solution. The last and the largest part of the work is a back analysis of the embankment which was built as a part of the subsoil improvement near the Suez Canal in Egypt by Keller GmbH.

Architectual study deals with the design of an apartment building in the new south district in Brno – area the south from the existing main station. Living close to the Svratka river and concurrently near historic centre are the greatest potentials of the territory. Another similar place does not exist anywhere in Brno. The project follows plans of building a new main station of the city. This includes extensive transport infrastructure. The new district is connected to the Brno boulevard and also to „highline“ park on the historic viaduct. The area was not built till today, although it is really attractive and unusual place in the city. The main reason is flood area located here. Nowadays a city administration is preparing a new zoning plan, which suggests many flood control measures. In my thesis I am interested in one block of buildings from the new district, which is situated close to the river. One of these apartment buildings is designed in more detail. This is the coner object located near the square. The house is composed of eight floors – two underground and six upper floors. Garages are located underground. Entrance area for residents, technical background and some home-office units are planed on the first storey. The part of the first floor is rentable – coner space for cafe or bar. Upper floors have only resident function. Varied flats are two-rooms to five-rooms. A part of proposal is also outdoor spaces. They are very significant for really beautiful views to the waterfront, the river and adjancent park. All housing units have loggia, balcony or terrace. Home-office units on the first floor are completed with private gadens in the courtyard. Roof apartments are favored for theirs private roof gardens. But a part of roof green terraces is available for all residents of the house.