This diploma thesis deal with of the design of selected parts of a monolithic reinforced concrete building. Static solution includes an assessment of slab in local supports, calculation of columns, beam, stair and footing. The building will be used as an multifunctional building. In this thesis was developed a static calculation, reinforcement drawings and shape drawings.

The aim of the thesis is the design and the assessment of an administrative center in Vimperk. The building is divided into three height levels, the highest has 7 floors. The building is rectangular floor plan with dimensions of 102,5 x 48,0 m. The construction is designed as framing with truss roofing, bracing and purlins for attaching sheathing.

The topic of the thesis is safe and economical design of a bearing bridge structure according to valid regulations and standards. The structure is reviewed by limit states of ultimate and serviceability. The solution includes time dependent analysis of the structure.

This diploma thesis deals with the static review of structure for a football pitch. It is crosswise prestressed reinforced sliding plate with variable cross section. Assessment of the elements was done according to limit states. Internal forces from the load effects were calculated using the SW SciaEngineer 2015.1. The elements were assessed by SW Idea StatiCa 6. The main outputs of this static calculation are drawings of the shape and drawings of the reinforcement.

I deal with the road bridge near Velké Meziříčí in the thesis. The highway bridge overcomes valley 360 m long and 36 m high. For each course there is a separate super-structure. Each of the support structures converts three stripes of road transport. I do calculation of internal forces both manually and in Scia Engineer. In the thesis is drawings, showing the gradual construction, diagram of prestressing and reinforcement.

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 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.

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.