This diploma thesis aims to design a structure of pedestrian bridge over the Svratka river. To make a preliminary study of possible bridging, three different outlines were drafted. The cable-stayed variant was selected for further analysis. Two towers, inclined in both their longitudinal and transverse direction, support a cast-in-place post-tensioned concrete deck through stay cables anchored in the tower and the deck. After determining the desired initial state, a finite element analysis was carried out using the Ansys software. The capacity of all main load-bearing elements was checked so it meets the ULS and SLS design criteria in accordance with EN 1992 codes.

The subject of this diploma thesis is the design and the assessment of post-tensioned bridge structure over deep wally, which transfer road D26,5/100 on D1 in Slovakia between Hubová – Ivachnová. Three variants were designed and compared. The most suitable variant of two identical bridges with box cross-section and constant height was further assess in detail.

The subject of this thesis is the design and assessment of the bridge across the expressway and the deep valley in section Hričovské Podhradie - Lietavská Lúčka of highway D1 in Slovakia. The box girder structure with eleven spans was chosen of three variants. For each course there is a separate structure. The design of the bridge is carried out according to limit states including consideration of the impact of construction. The assessment of the construction is carried out using the beam model. The appendix contains structural analysis, drawings and visualization of the bridge.

Shear cracks are formed when high oblique tensile stresses, e.g. in thin webs, exceed the tensile strength. A known example of this phenomenon is the extensive shear cracks that were found on the box-girder bridges Gröndal and Alvik, which were mainly caused by insufficient amount of shear reinforcement. In order to avoid this incident (inadequate amount of shear reinforcement), the reinforcement stress is often being assumed as a ultimate limit load in order to fulfill requirements regarding crack control in the service-ability limit state (SLS). This method has led to a overestimation of the reinforcement amount in bridge-design. The aim of this master thesis is therefor to study the shear crack phenomenon and investigate if the amount of shear reinforcement in bridges can be reduced. The first part of this thesis studies the shear cracking behavior in concrete in a plane stress state, while the second part focus how design standards as well as manuals treats shear cracks. Shear cracking in the reinforced concrete panels has been studied with non-linear finite element analysis and compared to experimental testings performed by the University of Toronto. Three different loading conditions for the panels has been analyzed: pureshear, compression or tension combined with shear. The panels are to represent parts of a web in a box-girder bridge that are subjected to in-plane stresses. The non-linear finite element analysis was performed in the FE-program Atena where mainly the crack propagation and crack pattern were studied. The material model in Atena is a smeared crack model with either fixed or rotated crack direction. The panel analysis, in SLS, gave various results. For loading conditions pure shear and tension/shear, the response of the FE-analysis gave a similar result regarding crack pattern but differed in size of crack width. For compression/shear, only micro-cracks developed and did not reflect the result from the real panel tests. This may be the consequence of a too stiff FE-model and the fact that, in the real tests, some cracks occurred due to out-of-plane bending. With methods described in Eurocode 2 and the Swedish handbook for EC2, a shear crack calculation model was created in order to determine the reinforcement stress and crack width. As a reference for the shear crack calculations, a wing structure (1 m strip) has been used which is part of a railway bridge located in Abisko. These calculations were done in order to investigate if the amount of shear reinforcement could be reduced and at the same time fulfill crack control demands in SLS. The bridge department at Tyréns AB concluded, according to a truss model, that the wing section should be reinforced with a amount of 14.1 cm2/m2 while our model showed that the crack width demand could be fulfilled with a equivalent amount of 9.82 cm2/m2, i.e. a reduction around 30%.

The experimental studies performed on the behaviour of very thick concrete beams subjected to static loads have revealed that the shear mechanisms play an important role in the overall response and failure behaviour. The aim of this thesis is to recommend suitable design methods for thick concrete beams subjected to off-centre static concentrated load according Eurocode 2 by using non-linear finite element analysis (NLFEA). To achieve this task, Abaqus/Explicit has been used by employing constitutive material models to capture the material non-linearity and stiffness degradation of concrete. Concrete damaged plasticity model and perfect plasticity model has been used for concrete and steel respectively. Three dilation angles (30º, 38º and 45º) and fracture energy from FIB 1990 (76 N/m) and FIB 2010 (142 N/m) has been used to investigate their influence on the finite element model. The dilation angle of 38º and FIB 2010 fracture energy was adopted as the suitable choice that reasonably matched with the experimental results. In verifying and calibrating the finite element model, the experimental results of the thick reinforced concrete beam conducted by the American Concrete Institute have been used. Three design approaches in the ultimate and serviceability limit state according to Eurocode 2 recommendations have been used namely; the beam method, strut and tie method and shell element method. Using the reinforcement detailing of the hand calculations of beam method and strut and tie method and linear finite element analysis of shell element method, non-linear finite element models have been pre-processed and analysed in Abaqus/Explicit. During the post-processing, the results have been interpreted and compared between the three design methods. The results under consideration are hand-calculated load at 0.3 mm crack width, FE-load at 0.3 mm crack width, amount of reinforcement and FE-failure load. The comparison of the results between the three design approaches (beam method, strut and tie method and shell element method) indicates that strut and tie method is better design approach, because it is relatively economic with regards to the quantity of reinforcement bars, has the higher load capacity and has a higher load at crack width of 0.3 mm crack width. / De experimentella studier som utförts på tjocka betongbalkar som utsätts för statisk last har visat att skjuvning spelar en viktig roll i brottmekanismen. Syftet med detta examensarbete är att rekommendera lämpliga dimensioneringsmetoder för tjock betongbalkar utsatt for statisk koncentrerad last enligt Eurokod 2 med hjälp av ickelinjära finita element metod. Abaqus/Explicit användes genom att utnyttja konstitutiva materialmodeller för att fånga materialens icke-linjäritet och minskad styvhet. Tre dilatationsvinklar (30°, 38° och 45°) och två brottenergi från FIB 1990 (76 N/m) och FIB 2010 (142 N/m) tillämpas för att kontrollera deras inverkan på FE-modellerna. Dilatationsvinkel med 38° och FIB 2010 med högre brottenergi valdes i de icke-linjära finita elementanalyserna. Kontroll av FE-modellerna är baserad på ”American Concret Institutes” experimentella resultat på de tjocka betongbalkarna. Handberäkningar av tjocka betongbalkar har utförts i brott- och bruksgränstillstånd med tre dimensioneringsmetoder i Eurokod 2 nämligen balk metoden, fackverksmetoden och linjära-FE skalelementmetoden. Jämförelse har gjorts för de olika dimensioneringsmetoderna, genom att använda de armeringsdetaljer av handberäkningar i de verifierade och kalibrerade icke linjära FE-modellerna i Abaqus/Explicit. Resultaten i fråga är last för 0.3 mm handberäknad sprikvidd, FE-last för 0.3 mm sprikvidd, armeringsmängd och FE-brottlast. Jämförelse av resultaten mellan de tre dimensioneringsmetoder (balkmetod, fackverksmetod och skalelementmetod) visar att fackverksmetod är bättre design metod, eftersom det är relativt ekonomiskt med avseende på armeringsmängd, har högre lastkapacitet och last på 0.3 mm sprickvidd.

The diploma thesis is focused on structural design and assessment of lookout tower, which is made of reinforced concrete and steel bracing elements. Structural design was performer in accordance with valid eurocodes and standards. The work is accompanied by construction drawings, drawings of shapes, reinforcement and steel elements, and documents from manufacturers.

The diploma thesis deals with a desing and assessment a prestressed ceiling structure above a family house with a vegetated roof. The creation of the static model was analyzed by the SCIA Engineer program.

The content of the diploma thesis is design urban bridge in Považská Bystrica. From three possible options was selected one, which represents cable stayed bridge-extradosed with four spans. This selected option was elaborated in detail in this diploma thesis. Design procedures and assessments were performed to comply with ultimate limit state and serviceability limit state according to valid europeans standarts. The calculation model was performed in program Midas Civil in logitudinal axis and in SCIA Engineer in transversal axis. Structural assessment were done manually. The part of the diploma thesis are detailed drawings and visualizations.

This final thesis is focused on a reinforcement design and check of selected reinforced concrete structure parts of a church building. A spatial model loaded with dead and live loads is designed in order to carry out a structural analysis in SCIA Engineer software. Serviceability limit state and fire resistance are then checked for some selected load-bearing elements. The drawings are also included in this work.

The diploma thesis is focused on structural design and assessment of lookout tower. The elements of the lookout tower are made of cast-in-place reinforced concrete except for the stair flight, which is made of prefabricated reinforced concrete. The output of the diploma thesis is a structural design report and drawings of the shape and reinforcement. The calculations were performed using Dlubal RFEM 5.26.02. The drawings was processed by AutoCAD 2020 with the RECOC extension.