The objective of this thesis was to design and check typical elements of the 5th storey of monolithic reinforced concrete structure of residential building. Horizontal load-bearing structure consists of a continuous slab of six fields with reinforcing ribs, which are located under the building envelope, bidirectional slab simply supported, further staircase beam and lintels in the corridors and loggias. Vertical structures consist of walls and columns.

This master´s thesis“ Load-bearing Structure of Multi-purpose Building“ is processed in the form of project documentation according to applicable regulations. It deals with static solution of monolitic reinforced concrete construction of administrative building of Česká spořitelna. Subject of the solutions is reinforced concrete monolithic point – supported ceiling slab, columns and staircase.

This thesis aims to reduce the reinforcement areas in lattice girder elements after large amounts have been observed in several projects. Existing handbooks and materials for designing lattice girder elements have been analyzed. A revised calculation model for design that is adapted to Eurocode and the Swedish national annex EKS 11 has then been developed. The calculation model should be seen as a proposal to how lattice girder elements can be designed. A reference project has laid the basis for testing the calculation model. Simultaneously two finite element models have been established in FEM-Design and smaller calculations have been performed in WIN-Statik: Concrete Beam.  The results show that the reinforcement areas have been reduced. An effective method of designing lattice girder elements is to extract forces and moments from a finite element program. These are then inserted into the calculation model together with other required data and by making the desired adjustments. The calculation model then designs the lattice girder element. Alternatively, the lattice girder element is designed using the FEM-software whilst the lattice girder is designed using the calculation model. Numerous methods of finding the design-moments have been studied. The results show that it is not satisfactory to calculate the moments with respect to a lattice girder element or a single strip. Thus, the whole slab must be taken into consideration.

Punching shear is a failure mechanism caused by concentrated loads, creating a crack pattern that resembles a cone shape or piece of pie starting from the top surface of the slab and prolongs downwards. When the total shear force is greater than the shear resistance of the slab, it may eventually lead to punching shear failure. It can be visualized as the column punches through the slab. Punching shear is very brittle and occurs all of a sudden. It is believed that the slab is subjected to hogging moments over the column in both directions, i.e. parallel and perpendicular to the free edge. Non-linear finite element analyses (NLFEA) has been used to study the cracking and failure mechanism for the reinforced slab. It is a slab over the edge support without clamping stiffness, therefore simulating the slab shear mechanism over a slender steel column is carried out in this study. The analyses has been performed using the software ATENA 3D Engineering developed by Červenka Consulting. Since the symmetry has been taken into account over an edge column, only one half of the cross-section has been modeled, with a symmetry line passing vertically through the slab and column. It can be summarized that the failure encountered around the column has a conical shape crack pattern similar to the ones encountered when punching shear occurs. However, it is important to note that this failure is not due to classic punching shear, but instead due to shear cracks developing around the column in both directions, both parallel and perpendicular to the free-edge. Three models (C1, C2, and C3) are studied to evaluate the impact that the length of the lower leg of the c-bar reinforcement has during failure. As mentioned earlier above, the crack propagation during punching shear begins from the upper surface of the slab and prolongs downwards diagonally towards the bottom of the slab and adjacent to the column. However, the crack propagation in the strip perpendicular to the free edge in all three models initiate from the bottom and propagate upwards. It can be concluded that the length reduction of the lower leg of the c-bars as a consequence reduced the shear strength capacity of the slab around the steel-plate. The reason for this is due to a reduction in maximum peak load when the lower leg of the c-bars were reduced. Consequently, this leads to a decrease in shear strength capacity of the slab and an earlier failure, where the inner-span was not able to take additional loads which could have led to greater deflections. / Genomstansning är en brottmekanism orsakad av koncentrerade laster, vilket skapar ett sprickmönster i likhet med en konfrom ellet en bit av paj som börjar från den övre ytan av plattan och förlängs nedåt. När den totala skjuvkraften är större än skjuvmotståndet i plattan , kan det så småningom leda till ett genomstansningsbrott. Det kan visualiseras som att pelaren stansar eller slår igenom plattan. Genomstansning är ett mycket sprött brott och inträffar helt plötsligt. Det antas att plattan utsätts för negativt moment ovanför pelaren i båda riktningarna, d.v.s såväl parallellt som vinkelrät mot den fria kanten. Icke-linjära finita elementanalyser (NLFEA) har använts för att studera sprickbildnings och brottmekanismen för den förstärkta plattan. Det är en platta över kantstödet utan någon fast inspänd styvhet, därför simuleras skjuvmekanismen för plattan över en slank stålpelare i denna studie. Analyserna har utförts med programvaran ATENA 3D Engineering som utvecklats av Červenka Consulting. Eftersom hänsyn har tagits till symmetrin över en kantpelare har endast halva tvärsnittet modellerats, med en symmetrilinje som går vertikalt genom plattan och pelaren. Det kan sammanfattas att brottet som påträffas runt pelaren har en konisk form med ett sprickamönster som liknar de som påträffas vid genomstansning. Det är dock viktigt att notera att detta brott inte orsakats av klassisk genomstansning, utan istället på grund av skjuvsprickor som utvecklast runt pelaren i båda riktningarna, såväl parallellt som vinkelrät mot den fria kanten. Som det tidigare nämnts ovanför börjar sprickan vid genomstansning från plattans övre yta och förlängs nedåt diagonalt mot bottenplattan och intill pelaren. Sprickmönstret i remsan vinkelrät mot den fria kanten i alla tre modellerna (C1, C2 och C3) initierar dock från botten och sprids uppåt. Slutsatsen kan dras att längdminskningen av c-stängernas underben minskade skjuvhållfastheten hos betongplattan runt pelaren. Anledningen till detta beror på en minskning av maximal toppbelastning när c-stängernas underben reducerades. Följaktligen leder detta till en minskning av skjuvhållfastheten och ett tidigare brott, där den inre spännvidden inte kunda ta ytterligare belastningar som kunde ha lett till större nedböjningar.

This thesis presents the theory design and fabrication of a diffractive grating coupler. The first part of the design process is to choose the period of the grating coupler based on the desired coupling angle. The second part of the design process is to choose the geometry of the grating that gives maximum coupling efficiency based on rigorous analyses. The diffraction gratings are fabricated by recording the interference between two waves in photoresist. The waveguide is fabricated from silicon nitride that is deposited by chemical vapor deposition. The diffraction grating recording assembly is described along with the grating coupler fabrication process. A grating coupler is fabricated with an input coupling efficiency of 15% at a coupling angle of 22.9°. The results also show that the light is being coupled into the nitride waveguide indirectly. The light is coupled first into a photoresist slab and then into the nitride waveguide through modal coupling and scattering. An analysis of the structure explains the coupling, and rigorous analyses are given to show that the measured results are in accordance with theory.

No description available.

The Swedish Transport Administration has been giving the task to set up a new standard for concrete slabs for the new high-speed railway in Sweden. They are demanding that the concrete slabs must be dimensioned according to the German Beton Kalender 2000. This report will explore the results when dimensioning a slab track, according to the German Beton Kalender 2000. Moment capacity, deformation, and crack width are calculated according to two structural theories, namely slab and beam theory, and a comparison between the two methods is presented.

Advances in seismology allow us to obtain "high-resolution" images of the Earth's subsurface. This dissertation summarizes the results of three seismic studies on three different continents, with the aim of better understanding the crust and upper mantle structure of seemingly disparate yet ultimately related regions. The seismic techniques of Pn tomography and P-wave receiver function (RF) analysis are applied to central Turkey (Pn tomography), western Argentina and southwestern Wyoming, USA (RF analysis). These studies look at both a present-day convergent margin (Andean subduction zone, Argentina) and two ancient ones (Bitlis-Zagros collision zone of Arabia-Africa with Eurasia, Turkey; Farallon subduction zone, Wyoming).Using Pn tomography, we were able to detect the limit of the slab rupture edge along the Central Anatolian Fault Zone, Turkey. Slab break-off is an important process that modifies the mantle in tectonically active regions, and the limit of the oceanic Arabian slab break-off along the Bitlis-Zagros Suture Zone, thought to have begun at 11 Ma, was previously undetermined.Using RF analysis, we obtained high-resolution images of the subducting slab beneath the Sierras Pampeanas, Argentina. Continental Moho contours roughly follow terrane boundaries, suggesting that ancient terranes continue to exert control over present-day continental deformation. Overthickened oceanic crust is often cited as a cause of flat slab subduction; our RF results indicate that the crust is moderately overthickened, around 11-16 km. Further, we image offsets in the RF arrivals that indicate the subducted slab is broken or offset in along trench-subparallel fractures.The crustal structure beneath southwestern Wyoming, the location of ancient Farallon flat slab subduction, was studied using RF analysis. Looking at regional crustal structure, results include a new depth to Moho map. Coherency of the seismic signal across the dense LaBarge array (55 stations, ~250 m spacing) was investigated, with results showing that complicated shallow structure can greatly impact the resulting RF signal. Modeling of RFs using synthetics helped to separate the complex signal containing multiple primary conversions and their reverberations, which interact constructively and destructively. The dense spacing of the LaBarge array allowed unique opportunities to investigate coherency of waveforms across very short distances.

In this thesis, a load path caused by arching action in reinforced concrete slabs is described and validated using a three-dimensional model. Currently, the CHBDC enforces a 4 meter girder spacing requirement in the design of deck slabs. The aim of this thesis is to investigate the load path induced by arching action in deck slabs with a wide range of girder spacing. To do this, a two-dimensional model was developed to examine the path of horizontal stress and was validated using a FEM. A parametric study showed that girder spacing does not affect the development of restraining stress while cantilever width does. As well, cracking of the slab is necessary for arching action to occur. These results help with future development of a rational model to be used by bridge designers.

A preocupação com o impacto ambiental decorrente da implantação e operação de novas linhas metroferroviárias faz com que na elaboração dos projetos de via permanente sejam frequentemente adotados sistemas amortecedores de vibrações e ruídos secundários. As vibrações em vias de metrô são causadas principalmente pelo contato roda-trilho e são propagadas pela estrutura do túnel e pelas distintas camadas de solo podendo chegar às edificações lindeiras, onde, dependendo da intensidade, provocam desconforto aos usuários da edificação e mau funcionamento de equipamentos. Uma solução de atenuação largamente empregada atualmente em locais críticos é o \"sistema massa mola\". O sistema \"massa mola\" é composto por lajes de concreto armado, denominadas lajes flutuantes, apoiadas sobre materiais resilientes. De forma geral, quanto menor a frequência natural deste sistema, maior a atenuação das vibrações. No entanto, a utilização de apoios excessivamente flexíveis para obtenção de baixas frequências pode acarretar problemas operacionais em função de deslocamentos e acelerações excessivos das lajes flutuantes. Este projeto tem como objetivo o estudo do comportamento dinâmico das lajes flutuantes de concreto armado utilizadas em sistemas \"massa mola\" principalmente com relação à atenuação de vibrações e nível de vibrações na via permanente durante a passagem dos trens metropolitanos. A avaliação foi realizada utilizando modelos numéricos calibrados com dados experimentais obtidos nas linhas do Metrô de São Paulo. / Deploying and operating subway lines cause growing concern about environmental impact, making necessary in new lines projects the adoption of damping systems for no propagation of noise and vibration arising from traffic from trains. The vibrations in a subway track are mainly caused by wheel-rail contact and are propagated by tunnel structure and soil layers, reaching the neighboring buildings and causing annoyance residents in building. Equipment failures represent a consequence as well. A mitigation solution widely employed in critical locations is the known \"mass spring system\". The \"mass spring system\" system is composed of reinforced concrete slabs, so called floating slabs, resting on resilient materials. In general, greater attenuation of vibrations can be attained with lower natural frequency of system. However, the use of flexible supports for obtaining excessively low frequencies can cause operational problems due to excessive accelerations and displacements of the floating slab. This project aims to study the dynamic behavior of reinforced concrete floating slabs used in systems\' mass spring particularly with respect to mitigating vibrations and level of vibrations during the passage of the commuter trains. The evaluation was performed using numerical models calibrated with experimental data obtained in the lines of the São Paulo Metro.