Orientador: Pérsio Leister de Almeida Barros / Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo / Made available in DSpace on 2018-08-22T04:55:08Z (GMT). No. of bitstreams: 1 Linhares_RaquelMariano_M.pdf: 5654140 bytes, checksum: 3419102ebbcf423e217e71ff2b761f76 (MD5) Previous issue date: 2013 / Resumo: No presente trabalho foram realizados ensaios em modelos físicos em escala reduzida de fundação rasa sobre solo arenoso fofo reforçado com geotêxtil tecido, visando avaliar o seu comportamento sob carregamento estático vertical. Propõe-se empregar o reforço numa posição inicial não-planar, semelhante àquela adquirida após deslocamentos de 30% da largura da base da sapata (B). Os efeitos da compactação das camadas superiores ao reforço e a variação de seu comprimento também são investigados. Os ensaios foram divididos em 3 grupos: ensaios sobre areia fofa com compacidade homogênea, ensaios de recarregamento e ensaios sobre areia fofa com camadas superiores compactadas. Os resultados indicam que um aumento do comprimento do reforço planar de 3B para 5B não é justificado do ponto de vista do aumento da capacidade de carga ou da atenuação de deslocamentos, em nenhum dos casos. A pequenos deslocamentos, a modificação do posicionamento inicial do reforço de horizontal para não-planar não se justifica, porém, em maiores deslocamentos há um ganho não desprezível na capacidade de carga. Os ensaios de recarregamento mostraram que a protensão do reforço resultante da compactação do solo melhora a capacidade de carga em 2 vezes e atenua em até 75% os deslocamentos. O posicionamento inicial referente a um deslocamento de 30% de B mostrou-se satisfatório; deslocamentos excedentes não trazem maior eficiência ao conjunto. O esforço de compactação gera ganhos similares na capacidade de carga independente do posicionamento inicial do reforço. A atenuação de deslocamentos pode chegar até a 2,6 vezes se comparada ao mesmo caso reforçado com areia homogênea / Abstract: In the present study, some small-scale model tests of a strip footing foundation on loose sand reinforced with woven geotextile were conducted. The main objective was to investigate the effect of the initial placement geometry of the reinforcement on the foundation response to static vertical loads. A non planar placement geometry similar to the one which results from a vertical displacement of about 30% of the foundation width was adopted. The effects of the top layers compaction and the variation of reinforcement length and initial placement were evaluated. The tests were separated in 3 groups: tests on loose sand with homogeneous compacity, reload tests and tests on loose sand with compacted top layers. Results show that an increase on reinforcement length from 3 to 5 times the footing width is not worth the increase in bearing capacity nor the attenuation of settlements, in none of the several cases studied. At little displacements, the modification of initial reinforcement placement, from horizontal to non-planar, seems not to be justified; although after some displacement there is a gain in the bearing capacity. The reload tests showed that the soil compaction creates a prestressing condition on the reinforcement, which improves the bearing capacity in about 2 times and attenuates the settlements up to 75%. The initial placement in about 30% of footing width displacement has proved to be satisfactory; greater displacements do not generate greater system efficiency. The compaction effort of the upper layers creates an improvement that doesn't depend on the reinforcement initial placement. The displacement attenuation can reach up to 2.6 times if compared with the same reinforced case in homogeneous sand ground / Mestrado / Geotecnia / Mestra em Engenharia Civil

In its theoretical part, the diploma thesis deals with the reasons leading to terrorist attacks and a brief list of some attacks on aircraft. It also focuses on the aircraft as the target of a terrorist attack, especially the aircraft kite as the major researched part. The conclusion of the theoretical part summarizes a list of types of aircraft fuselage structures in respect of design solutions for load transfer. The practical part determines the extent of damage caused by a missile with a fragmentation warhead. This scope is then applied to the illustrative case. In the following chapters, the calculation of the critical force of a panel loaded with pressure depends on the different nature and extent of damage. Then the work highlights the evaluation of the obtained results, which are also summarized in the conclusions of the work.

Master's thesis deals with the reinforcement and expansion of girder bridge (continuous bridge with three spans) across the river Jihlava in Ivančice and reinforcement on the load class A. This is done by using an additional external prestressing cables and composite monolithic slab. Amplification is verified by calculation of load capacity.

This master’s thesis is concerned with the static load capacity assessment of the reinforced concrete facility in the sports and recreational compound Kraví Hora in Brno, which is up to be reconstructed. The calculation results, overall assessment and static security suggestions are interpreted in the summary of the thesis.

The diploma thesis deals with inspection and construction technical survey of the reinforced concrete bridge structure and final evaluation of the condition of the selected reinforced concrete bridge object. This bridge structure is located on the road 4794 and overcomes the Olešná stream in the town of Paskov.

This report presents the result of a Master thesis course done at the Machine Design department at KTH. The thesis was written at the company Svea Teknik in collaboration with the tunnel boring machine manufacturer Atlas Copco. The high longitudinal force needed when the Remote Vein Miner is boring is achieved by the friction when clamping the machine between the tunnels ceiling and ground using hydraulic cylinders mounted on the top and bottom of the machine. A new generation of machines doesn’t allow for the bottom cylinders to be fitted on the machine. The pair of continuous tracks used to propel the machine must bear these loads but the tracks aren’t strong enough to alone support the weight of the boring machine. This creates the need for an unloading system which unloads the inner wheels of the track so they don’t fail. Concepts were generated using a morphological matrix with the load sharing unit broken down to sub functions with several solutions paired to each. The iterative process led to nine concepts, where two proved more promising than the others when they were subjected to a Pugh’s evaluation matrix. The two concepts were developed further where a feasibility analysis indicated that only one concept was feasible with the dimensions given in a CAD model together with the load provided by Atlas Copco. The remaining concept is based on hydraulic cylinders lifting the inner wheels of the track to unload them while the machine is boring. The machine is then resting on a skid mounted inside the track. A CAD model was made of the new concept and the new components strength was analyzed using FEM-models. / I denna uppsats presenteras resultatet av ett examensarbete för masterprogrammet Maskinkonstruktion på KTH. Arbetet utfördes på förtaget Svea Teknik tillsammans med tunnelborrmaskintillverkaren Atlas Copco. De stora longitudinella krafterna som krävs när tunnelborrmaskiner borrar erhålls med hjälp av hydraulcylindrar monterade både på ovan- och undersidan av maskinen som klämmer fast maskinen mellan tunnelns golv och tak. En ny generation maskiner från Atlas Copco tillåter inte hydraulcylindrar monterade framtill på undersidan av maskinen. Istället tar de båda bandenheterna som är avsedd att driva maskinen framåt upp dessa krafter. Bandenheterna är inte tillräckligt starka för dessa laster utan en avlastningslösning för hjulen inne i bandenheten behövs. Problemet delades upp i subfunktioner som sattes in i en morfologisk matris för att generera koncept. Den iterativa processen ledde till nio koncept där två av dem visades mest lovade efter en konceptutvärdering med hjälp av en Pugh’s matris. De båda koncepten arbetades vidare till en mer detaljerad nivå där en rimlighetsanalys visade att endast ett koncept var fysiskt möjligt att applicera med de givna begräsningarna som gavs av utrymmet i den givna CAD-modellen tillsammans med de givna lasterna. Det kvarstående konceptet baseras på hydrauliska kolvar som monteras på hjulen i bandenheten. Dessa förflyttar hjulen uppåt tills de inte är i kontakt med bandenhetens kedja längre. Kedjan vilar då på en stödstruktur som är stark nog för lasterna. En CAD-modell gjordes på konceptet och de nya komponenternas hållfasthet analyserades med hjälp av FEM-modeller.

yes / Twenty two reinforced concrete continuous deep beams with openings and two companion solid deep beams were tested to failure. The main variables investigated were the configuration of web reinforcement around openings, location of openings, and shear span-to-overall depth ratio. The influence of web reinforcement on controlling diagonal crack width and load capacity of continuous deep beams with openings was significantly dependent on the location of openings. The development of diagonal crack width and load capacity of beams having openings within exterior shear spans were insensitive to the configuration of web reinforcement. However, for beams having openings within interior shear spans, inclined web reinforcement was the most effective type for controlling diagonal crack width and increasing load capacity. It has also observed that higher load and shear capacities were exhibited by beams with web reinforcement above and below openings than those with web reinforcement only above openings. The shear capacity at failed shear span of continuous beams tested is overestimated using Kong et al’s formula developed for simple deep beams with openings.

Yes / The current paper aimed at investigating the flexural performance of five large-scale continuous concrete beams reinforced by both steel bars and glass fibre reinforced polymer (GFRP). All the studied specimens had the same geometrical dimensions, with 200mm width, 300mm depth, and two identical spans of 2600mm. The quantity of longitudinal steel reinforcement, GFRP reinforcement, and hybrid reinforcement ratio at the top and bottom layers of beams were the key parameters explored in this study. The experimental findings indicated that using the hybrid reinforcement of steel and GFRP in multi-span continuous concrete beams exhibited a ductile behaviour. However, the hybrid ratio of steel bars/GFRP is critical for restricting the extent of moment redistribution ratios. Moreover, using the same hybrid reinforcement ratios at sagging and hogging regions led to a limited moment redistribution. On the other hand, the hybrid beams strengthened by various hybrid ratios in the critical sections of the tested beams demonstrated a remarkable moment redistribution up to 43%. The test results were compared with the available theoretical model and equations for predicting the beams’ moment capacity. It was found that the ACI.440.2R-08 reasonably predicted the flexural capacity of tested beams whereas the Yinghao and Yong equation underestimated the flexural capacity in the hogging sections. It was also shown that using the collapse mechanism with plastic hinges at sagging and hogging sections yielded good predictions for the loading capacity of hybrid reinforced concrete continuous beams.

Most codes of practice, such as EC2 and ACI 318-05, recommend the use of strut-and-tie models for the design of reinforced concrete deep beams. However, studies on the validity of the strut-and-tie models for continuous deep beams are rare. This paper evaluates the strut-and-tie model specified by ACI 318-05 and mechanism analysis of the plasticity theory in predicting the load capacity of 75 reinforced concrete continuous deep beams tested in the literature. The influence of such main parameters as compressive strength of concrete, shear span-to-overall depth ratio, main longitudinal bottom reinforcement, and shear reinforcement on the load capacity is also investigated using both methods and experimental results. Experimental results were closer to the predictions obtained from the mechanism analysis than the strut-and-tie model. The strut-and-tie model highly overestimated the load capacity of continuous deep beams without shear reinforcement.

yes / Ten reinforced-concrete continuous deep beams with openings were tested to failure. The main variables investigated were the shear span-to-overall depth ratio, and the size and location of openings. Two failure modes influenced by the size and location of web openings regardless of the shear span-to-overall depth ratio were observed. The normalised load capacity of beams having a web opening area ratio of 0·025 within exterior shear spans was approximately similar to that of their companion solid beams. Continuous deep beams having web openings within interior shear spans exhibited a higher load capacity reduction with the increase of the opening size, similar to simply supported deep beams with web openings. Formulae based on the upper bound analysis of the plasticity theory were proposed to predict the load capacity of continuous deep beams with web openings. Comparisons between the measured and predicted load capacities showed a good agreement.