The diploma thesis describes structural design of selected elements of monolitic reinforced concrete seven-storey building. Structure is designed as a combined reinforced concrete frame with shear walls and core. The main point of structural analysis is design of locally supported RC slab above the 2ND basement floor, column on the 2ND basement floor, piles and analysis of foundation of building and its influence of support stiffness on connected load-bearing structures.

The aim of master thesis was design and assessment foundations of waterproof concrete. Computational software Dlubal RFEM 5.07 used to calculate internal forces. Calculation in acordance with applicable standards.

In this thesis, we address the petition of new infectious clinic at the documentation for construction. Location the building is designed in the northern outskirts of Šumperk. The building is an irregular shape with 3 storeys with 1 basement. Developed building area is 1180,08 m2. The building is a movement divided into three parts, and to: object A- communication area for meals, object B- children's department, object C- building department for adults. The supporting structure is made of masonry materials. Ventilated facade to the building is from the outside, lined with stone lining- slate / wood lining- Siberian larch. Draft internal layout reflects the requirements of standards for hospital then submitted demands to avoid danger to persons health due to the occurrence of infectious diseases. The thesis also includes two special projects: Design of reinforced concrete slabs petition air conditioning. Projects are handled over selected parts of the Clinic of Infectious Diseases.

The aim of this diploma thesis is to design a health care center in Brno. The building is located in Ivanovice/Brno. The building is ambulatory health care center with two doctor's offices for adult patients, one doctor's office for child patients and one dentist's clinic. Also, there is a pharmacy in the building. Reinforced concrete strip foundation and reinforced concrete basement peripheral walls are designed for the building. For above ground floors, ceramic masonry blocks are designed for structural load bearing frame. Green roof solution is chosen for the roof of the building.

Als Ergänzung für die Lehrbriefe des Instituts für Massivbau der TU Dresden zu den Grundlagen des Stahlbetons (Teil 1 und 3 sowie Übungen Teil 1 bis 3) werden hier Bilder von Versuchsreihen vorgestellt, die am Lehrstuhl für Stahlbeton, Spannbeton und Massivbrücken der TH/TU Dresden, aus dem das heutige Institut für Massivbau hervorging, innerhalb verschiedener Forschungsarbeiten von 1956 bis 1965 entstanden. Neben dem Einblick in die damaligen Arbeitsweisen und Möglichkeiten sind vor allem die zahlreichen Bruchbilder geeignet, sich in das Tragverhalten des Stahlbetons hineinzudenken. Diese Überlegungen gaben den Ausschlag dafür, das vorhandene Bildmaterial noch einmal zu ordnen und mit kurzen Erläuterungen zu versehen, um es so nochmals für Lehre und Forschung nutzbar zu machen.

Ballastfria spår har på senare tid börjat byggas i allt större utsträckning. En anledning till detta är höjda krav på järnvägstransporter. Ett ballastfritt spår är ofta utformat som en långsträckt betongplatta på mark som för ned lasten från rälerna till underbyggnaden. I nuläget saknar Sverige dimensioneringsprinciper för ballastfria spår. Principerna är redan etablerade i andra länder men behöver inordnas för svenska förhållanden. År 2012 gjorde regeringen bedömningen att en ny stambana för snabbtåg bör byggas. För detta ändamål har Trafikverket utarbetat en ny teknisk systemstandard för höghastighetsbanor. De traditionella ballasterade spåren är inte optimerade för höga hastigheter. Trafikverkets nya systemstandard förutsätter därför att stora delar av den nya stambanan utförs med ballastfritt spår. Syftet med detta examensarbete är att studera dimensionering med hänsyn till det statiska beteendet hos ballastfria spår och skapa en grundläggande förståelse för spårreaktioner. Med hjälp av handberäkningar och datorstödda metoder undersöks elementärfall av belastningar samt sambandet mellan plattans erforderliga böjstyvhet och underbyggnadens styvhet. Handberäkningsmodeller som antas i detta arbete är bland annat Winklerbäddmodellen och diverse vedertagna tvärsnittsmodeller. De datorstödda metoderna som används är FEM-programmet BRIGADE/Plus och BEM-programmet BE-platte. I BRIGADE/Plus används en tvådimensionell modell där marken modelleras som ett elastiskt underlag. I BE-platte används en tredimensionell modell med en markmodell enligt Winklerbäddmodellen. Resultaten från de olika metoderna kontrolleras mot varandra för att verifiera erhållna resultat. Sambandet mellan elasticitetsmodul i plattornas underlag, plattjocklek och lastreaktioner åskådliggörs i diagram samt tvärkraftstabell i kapitel 4. Beräkningsmodellernas beteende diskuteras och jämförs i kapitel 5. / Recently slab tracks have been built more frequently, among other things due to an increasing demand on rail transport. A slab track is often designed as a continuous concrete slab on grade that carries down the load from the rails to the substructure. At present, Sweden lacks design principles for slab tracks. Principles are established in other countries but must be adapted to Swedish conditions. In 2012 the Swedish government made the assessment that a new mainline for high-speed trains should be built. For this purpose, the Swedish Transport Administration prepared a new technical standard for high-speed tracks. Traditional ballasted tracks are not optimized for high speed trains and therefore the new standard requires large parts of the new mainline to be built with slab track. The aim of this thesis is to study the design of slab tracks with respect to their static behavior and create a fundamental understanding of force reactions acting on them. For elementary load cases the relation between required slab bending stiffness and the stiffness of the substructure will be investigated using hand calculations and computer-assisted methods. Models for hand calculation adopted in this work include the Winkler-bed model and various conventional cross-sectional models. The computer-assisted methods used are FEM software BRIGADE/Plus and BEM software BE-Platte. In BRIGADE/Plus the models are two-dimensional and the soil is modeled as an elastic base. In BE-Platte the models are three-dimensional and the soil is modeled according to Winkler-bed model. The results of the various methods are cross-checked against each other to verify the results obtained. The relationship between the modulus of elasticity of the subsoil, plate thickness and load reactions is illustrated in charts and a shear force table in Chapter 4. The behavior of the calculation models is discussed and compared in Chapter 5.

Steel fibre reinforced concrete is not a novel concept, it has been around since the mid-1900s, but despite its great success in shotcrete-reinforced rock walls and industrial floors it has not made any impact on either beams or elevated slab. Apparently, the absence of standards is the main reason. However, the combination of steel fibre reinforced concrete and conventional reinforcement has in many researches shown to emphasize good bearing capacrty. In this thesis, two punching shear capacity models have been analysed and adapted on 136 test slabs perfomred by previous researchers. The first punching model altemative is proposed in DAfStB - BetonKalender 201l, and the second punching model alternative is established in Swedish Concrete Association - Report No. 4 1994. Due to missing information of the experimental measured residual tensile strength, a theoretical residual tensile strength was estimated in two different manners to be able to adapt the DAfStB punching model altemative on the refereed test slabs. The first solution is an derivation of a suggestion made by Silfiverbrand (2000) and the second solution is drawn from a proposal made by Choi etal. (2007). The result indicates that the SCA punching model alternative is easier to adapt and provides the most representative result. Also DAfStb altemative with the second solution of estimating the residual strength contributes to arbitrary result, however due to the uncertainty of the estimation of the residual tensile strength, the SCA punching model is recommended to be applied until further investigation can confirm the accuracy of the DAfStB alternative with experimentally obtained residual tensile strength.

TM-(transverse magnetic)guided waves, propagating in a lossless, nonmagnetic three-layer structure (substrate-film-cladding) are studied. Two types of the dielectric permittivities (I and II) are analyzed. All three media of the waveguide with the permittivity of type I are assumed to exhibit a local Kerr-like tensorial nonlinearity. Maxwell's equations in this case are reduced to an exact differential equation leading to a first integral, relating two electric field components so that one component can be eliminated. The other one can be found by integration. Combination of the first integral with the boundary conditions leads to an exact analytical dispersion relations (expressed in terms of integrals) establishing a link between the parameters of the problem (in particular, thickness of the film, the propagation constant of the travelling wave, the electric field components at the interface substrate-film). The film thickness and the propagation constant satisfying the dispersion relation (by given electric field component at the boundary substrate-film)are associated to the possible modes travelling through the waveguide. Numerical evaluation of the corresponding power flow derived using of Maxwell' equations and the first integral processes straightforwardly, without known wave solutions at first. The waveguide with the permittivity of type II consists of the film with the dielectric function depending on the field intensity (Kerr-type nonlinearity) as well as on the transverse coordinate (spatially varying permittivity) situated between the linear, isotropic substrate and cladding. The problem in this case is reduced to a system of two integral equations. Using the Banach fixed-point theorem it is shown that the solutions of Maxwell's equations exist in form of a uniformly convergent sequence of iterations. The conditions of the Banach fixed-point theorem are derived and used to estimate the quality of the approximation. The exact dispersion relation is derived. Results of numerical evaluation of the dispersion relation and field solutions are presented in the first approximation. Solutions of the dispersion relation, the field components and the power flow obtained using the method for the permittivity I are compared with these found using an integral equation approach (the permittivity II but without the coordinate dependence) - the consistency is remarkably good. The proposed methods seem to be applicable to permittivities more general as considered.

No description available.

I Sverige finns 21 000 broar som Trafikverket förvaltar (Trafikverket, 2018a). Två brotyper som finns är rambro och balkbro. Rambron är en av de vanligaste brotyperna och är uppbyggd som en fast inspänd konstruktion. Brosystemet kallas plattrambro eller balkrambro beroende på om balkarna eller plattan är det bärande elementet. Om bron istället är fritt upplagd på stödkonstruktionen, kallas brosystemet för plattbro eller balkbro (Vägverket, 1996). ZIP-balksbron är uppbyggd som en balkbro med en modell liknande omvända T-balkar som läggs fläns mot fläns. Brosystemet kommer ursprungligen från Spanbeton i Holland och gjorde under år 2019 premiär på den svenska marknaden med ett projekt i Härnösand. Bron har en spännvidd på 20,55 meter bestående av nio ZIP-balkar. Balkarna prefabriceras på Strängbetongs fabrik i Långviksmon utanför Härnösand. Projektet blev klart under hösten 2019. Syfte och mål med examensarbetet var att undersöka skillnader mellan ZIP-balksbron och en traditionell exemplifierad plattrambro. Aspekterna som undersöktes var underhållet hos de två brotyperna, materialåtgång av betong och armering, last av trafik samt att det gjordes en utvärdering av projektet. Resultatet visar att ZIP-balksbron kräver mer underhåll än en plattrambro eftersom balkbroar har övergångskonstruktion och brolager. Den tar även mer tid att inspektera då den innehåller manhål. ZIP-balksbron använder sig av 29,38 % mindre betong på en meter. Armeringsdifferensen mellan broarna är försumbart. Momentet av den vertikala respektive horisontella lasten av trafik är 44,5 % respektive 19,2 % större hos ZIP-balksbron jämfört med plattrambron. Resultatet visar även på ett bra utfört brobygge som kan hänvisas i brolösningen, samt nöjda parter från flera håll. Slutsatsen är att plattrambron är mer fördelaktig att använda ur ett underhållsperspektiv, en balkbro kräver betydligt större underhåll än de driftåtgärder som årligen sker på broar. Men, genom arbetets bevisning använder ZIP-balksbron mindre betong än hos en traditionell plattrambro och har en enkel byggprocess, vilket ökar förtroendet för brolösningen och framförallt för prefabricering inom brobranschen. Trots att brotypen kräver ett större underhåll samt en ökad och mer komplex momentfördelning än hos en plattrambro, kan säkerheten under byggtiden vara en avgörande aspekt vid val av brobyggen i framtiden. / The ZIP-beam bridge is constructed as a beam bridge with inverted T-beams placed with flanges next to each other. The bridge system is originally from Spanbeton in Holland and it is having its premiere on the Swedish market during year 2019 with an ongoing project in Härnösand. The bridge span is 20,55 meters consisted with nine ZIP-beams. The project was finished in august 2019.  The purpose and goal were to examine differences between the ZIP-beam bridge and a traditional slab frame bridge. The aspects to examine was maintence, use of concrete and reinforcement and traffic loads.  The results show that the ZIP-beam bridge requires more maintenance than the slab frame bridge. The ZIP-beam bridge uses 29,38 % less concrete per metre. The use of reinforcement is negligible. The moment force of the horisontal and vertical traffic loads is 44,5 % respective 19,2 % larger at the ZIP-beam bridge. The conclusion of this paper shows that even though the ZIP-beam bridge requires more maintenance and a more complex moment force than a slab frame bridge, the safety during the building time as well as the less amount of concrete used can be a conclusive factor when building bridges in Sweden in the future.