Master’s thesis deals with the design and assessment of the bearing structure of sewage treatment plant and development of the drawnings. The thesis solves the main part of the structure: base slabs, walls and ceiling slabs. Thesis solves the ultimate limit state and ultimate limit serviceability.

Diploma thesis describes the design of main structure reinforcement of the railway bridge ,,Gagarin’’ in the 5,872 km of route Český Těšín – Ostrava Kunčice. Reinforcement is achieved by combination of composite slab-shaped channel with the continuous gravel ballast and free additional prestressing cables. There are 3 variants for which the design and assessment of main structure is performed. Evaluation of the options is performed on basis of calculations. There are made additional calculations and drawings for best variant.

This work deals with the structural solution of reinforced concrete floor slab, deep beam and its support of multipurpose building. The structure is designed and assessed in according to valid standards. The continuous one-way slab is analyzed by Finite Element Method, deep beam is solved by Strut-and-Tie model.

A nonlinear finite element analysis was performed for an existing road bridge in order to see if that could show a higher load bearing capacity, as an alternative to repairing or replacing. The regular linear analysis had shown that the bridge could not take any traffic load due to the effects from large and uneven support settlements. It is a five-span reinforced concrete bridge with a continuous slab on supports made out of rows of columns. The width-to-span ratio was around 1 and the supports were angled up to about 30°, giving rise to a complex three-dimensional behaviour, which was seen and studied in the nonlinear results. Since the bending moment was the limiting factor, the nonlinear analysis focused on that. The direct result was that the load bearing capacity was 730 kN for the traffic vehicle boogie load, B, in the ultimate limit state. This was however only for the load case tested, and several more disadvantageous vehicle positions may exist. Other aspects also became limiting, as the maximum allowed vertical deflection in the serviceability limit state was reached at 457 kN. The most restraining though, was the shear capacity from the linear analysis; 78 kN, since it was not possible to simulate that type of failure with the shell elements used in the nonlinear finite element analysis. The main aim of the thesis was nonetheless reached, since the nonlinear analysis was able to show a significant increase in load bearing capacity.  A comparison was made with the settlements for the nonlinear case, to see how much influence they had on the load bearing capacity for traffic load. This was performed for both the bridge and a simple two-span beam. Both showed that there was no effect on the load bearing capacity in the ultimate limit. One thing to note was that the full settlements were applied, and with no relaxation due to creep.  Another aim of the thesis was to make comments on the practical usability of the nonlinear finite element method in load bearing capacity assessments. A linear analysis was performed before the nonlinear in order to be able to determine the load case to be used in the latter. This worked well, as the strengths of the two methods could then be utilized. Convergence problems were however encountered for the nonlinear when using the regular static solver. Due to this, the dynamic explicit calculation scheme was used instead, treating the case as quasi-static. This managed to produce enough usable results. It was concluded that the nonlinear finite element method is useable for assessment calculations, but that its strengths and weaknesses must be known in order to make it an efficient method.

In the last 40 years an increase in train speed and axle load around the world and other challenges in the conventional ballasted track system gave birth to ballastless railway track system. This study examines in depth the various slab track systems that are being used today. Their design characteristics as well as the various requirements for efficient use are thoroughly explained. At least 34 different ballastless systems have been recorded in many railway networks throughout the world. The most significant slab track systems are analysed in detail and compared. Slab track designs have significant advantages comparing to ballasted tracks. The most significant are the high stability of the track, the almost non-existent need for maintenance, the long life cycle (60 years) and the reduced weight and height of the track. Their disadvantages against the ballasted tracks are mainly summarized in their higher construction costs. The Finite Element package ABAQUS/CAE is used to model a 3-D slab track design under static traffic loading. The results suggest that slab tracks have profoundly better stability and durability comparing to ballasted tracks mainly due to their higher stiffness and strength. The author underlines the need for further studies to undoubtedly prove the claimed advantages of slab track systems as well as to improve the costs associated with construction.

El texto completo de este trabajo no está disponible en el Repositorio Académico UPC por restricciones de la casa editorial donde ha sido publicado. / Since the last decade there is an important increase of high-rise buildings in Peru, especially in urban areas. Therefore, it is necessary to assess if the Peruvian Seismic Code is applicable for this type of buildings which have long natural periods as their main characteristic. The main objective of this article is to compare the results of the base shear and story drift ratios of Peruvian seismic design code E.030 with those of the ASCE 7-16 standard to the case of high-rise buildings, this due to the fact that there is limited information for tall buildings in Peru or comparison between national or international code for this type of structures. These high rise buildings have square and rectangular plan floors. Half of them have moment frames and reinforce concrete slab around the rigid core and the others have post-tensioned slab as their vertical load resisting system and central core walls with peripheral columns as the lateral force resisting system. Hence, the response spectrum analysis (RSA) is carried out for every case of the four tall buildings with different configurations using both seismic codes. Then results are compared with the linear response history analysis (LRHA) considering five Peruvian ground motions records, which were scaled to 0.45g PGA. It was verified that generally both the base shear and the interstory drifts calculated using ASCE7-16 are less than that obtained with the seismic code E.030.

The subject of the master’s thesis is elaboration of the complete project design documentation of accommodation. The object is designed as a double-star boarding house with stables and a caretaker's flat. It is situated in the village Pružina-Chmelisko, on recreation grounds. The object of the boarding house is divided into three above-ground floors and one underground floor. The roof structure is designed as a gable roof. The stables are single-storey buildings with partially used attic above the caretaker’s flat. The roof structure is gabbled. The carrier system of the boarding house consists of clay blocks and a monolithic, reinforced concrete floor slab. The stables’ carrier system is designed as a wooden joist floor, ceramic fittings are slated for filling. Within specialization is the solution of fire safety assessment of both buildings, thermal technical assessment, assessment of acoustics and lighting of the boarding house.

The objective of the diploma thesis is a design and check of load-bearing concrete structure of multi-storey residential building. The building is located in Brno. The total ground plan’s dimensions are 39,32 x 22,58 metres, total height of the building in the highest point is 10,29 metres. The object is three-storey building with rectangular plan with partial basement designed as cast-in-place concrete frame and two above-ground floor designed as reinforced concrete walls and masonry walls. Load-bearing floor structures are designed as reinforced concrete slabs. Drawing documentation is included.

The thesis deals with the analysis of a reinforced concrete digestate tank. The tank is built as a semi-underground construction. The roof is designed as a reinforced concrete dome, which is prestressed in a circular beam with prestressing cables - monostrands. The calculation of internal forces were performed by the software SCIA Engineer. The structure was assessed for the ultimate limit state and the ultimate serviceability state, in terms of watertightness for the width of cracks.

Det byggs mer och mer med prefabricerade håldäcksbjälklag vilka har stora dimensionerings och produktionsfördelar. Långa spännvidder och lätta bjälklag gör denna typ av konstruktion känslig för vibrationer och därför ställs konstruktörer idag inför en problematik som inte tidigare vanligtvis varit en dimensionerande faktor. Som en naturlig följd av detta är kunskapen inom området begränsad och förståelsen för denna typ av konstruktion vid dynamiska problem eftersatt. Hur håldäcksbjälklag beter sig vid små dynamiska laster, från mänsklig aktivitet på bjälklaget, och hur denna typ av problematik ska hanteras beräkningsmässigt behöver studeras. Vid statiska beräkningar antas bjälklaget vara enkelspänt men vid dynamiska beräkningar kan bland annat inte detta antagande göras då effekten från elementens sammankopplingar och eventuella pågjutningar påverkar bjälklagets styvheter och därmed dess dynamiska beteende. Dynamikproblem kan inte behandlas genom att studera enskilda element då bjälkaget måste hanteras som en sammanhängande enhet där kringliggande struktur påverkar hela bjälklagets dynamiska beteende. I detta arbete har fältmätningar i en befintlig byggnad, med excitering av en mänsklig analyser för att studera hur bjälklaget kan hanteras och dynamiska responsberäkningar. Fältmätningar har genomförts på tre olika bjälklagstyper där accelerationer har studerats i en mängd olika punkter. Accelerationer i fältmitt, intill upplagsväggar, parallella väggar och balkar har studerats för att leda till slutsatser kring hur bjälklagets styvheter påverkar dess dynamiska beteende. Dessa slutsatser kring uppmätta accelerationer har sedan legat till grund modeller kan representera verkligheten på ett godtagbart sätt beträffande dynamiska problem. Finita element-beräkningar för de tre olika bjälklagen har genomförts med varierande resultat, där det kunnat konstateras att komplicerade bjälklagsgeometrier med inslag av pelare, balkar och flera fack håldäckselement är svårt att beräkningsmässigt representera på ett bra sätt. Däremot har det visat sig att enkla bjälklagsgeometrier med endast ett fack håldäckselement upplagt på betongväggar kan representeras relativt väl. Parallella väggar har kunnat konstateras fungera som upplag med accelerationer av samma storleksordning som intill upplagsväggar. Dessutom har det visat sig genom mätningar och beräkningar att en pågjutning rimligen kan antas ha en uppstyvande effekt för bjälklaget. Däremot hur stor denna uppstyvande effekt är har inte kunnat konstateras, då detta skulle kräva andra typer av mätningar.