Due to the widespread use of drilled shafts in state and federal highway bridges, strict regulation of the design and construction has been imposed by the respective agencies. However, documented cases of anomalies and/or poorly performing shafts continue to arise. To this end, this thesis investigates several aspects of drilled shaft construction that may affect the quality of the finished product. These areas include bentonite slurry properties and performance as well as reinforcement cage and concrete flow interactions. Recent research indicates tremie poured concrete does not flow as predicted. Instead of even rising, a differential between the height of concrete inside and outside the reinforcement cage has been observed. Compounding this problem is the fact that bentonite slurry used to support boreholes may settle suspended sand at the toe of the shaft or on the surface of rising concrete during long wait periods, affording the possibility of soil inclusions in the shaft. This thesis examines two methods of inquiry to quantify the behavior of concrete in a tremie pour drilled shaft and sand suspension behavior of bentonite slurry. Conclusions and recommendations are made to improve pertinent construction regulations to ensure quality of drilled shafts.

This thesis investigates the capacity and failure mode of suction caissons under inclined loading. Parametric finite element analyses have been carried out to investigate the effects of caisson geometry, loading angle, padeye depth (i.e. load attachment point), soil profile and caisson-soil interface condition. Displacement-controlled analyses were carried out to determine the ultimate limit state of the suction caissons under inclined load and the results presented as interaction diagrams in VH load space. VH failure interaction diagrams are presented for both cases where the caisson-soil interface is fully-bonded and where a crack is allowed to form along the side of the caisson. An elliptical equation is fitted to the normalised VH failure interaction diagram to describe the general trend in the case where the caisson-soil interface is fully-bonded. Parametric study reveals that the failure envelope in the fully-bonded case could be scaled down (contracted failure envelope) to represent the holding capacity when a crack is allowed to form. A stronger effect of crack on the capacity was observed in the lightly overconsolidated soil, compared to the normally consolidated soil. The sensitivity of caisson capacity to the changes in load attachment position or loading angle was quantified based on the load-controlled analyses. It was found that, for caisson length to diameter ratios of up to 5, the optimal centreline loading depth (i.e. where the caisson translates with no rotation) is in the range 0.65L to 0.7L in normally consolidated soil, but becomes shallower for the lightly overconsolidated soil profile where the shear strength profile is more uniform. The reduction of holding capacity when the padeye position is shifted from the optimal location was also quantified for normally consolidated and lightly overconsolidated soil profiles at loading angle of 30 [degrees]. Upper bound analyses were carried out to augment the finite element study. Comparison of holding capacity and accompanying failure mechanisms obtained from the finite element and upper bound methods are made. It was found that the upper bound generally overpredicted the inclined load capacity obtained from the finite element analyses especially for the shorter caisson considered in this study. A correction factor is introduced to adjust the upper bound results for the optimal condition. Comparisons of non-optimal capacity were also made and showed that the agreement between the upper bound and finite element analyses are sensitive to the change in the centreline loading depth when the caisson-soil interface is fully bonded, but less so when a crack forms.

Thèse doctorat : Génie Civil : Villeurbanne, INSA : 2004. / Titre provenant de l'écran-titre. Bibliogr. p. 175-180.

Suction caissons with a smaller aspect (length to diameter) ratio are increasingly used for supporting offshore structures, such as wind turbines and oil and gas production facilities. The design of these stubbier foundations is usually governed by lateral loads from wind, waves, or currents. It is desired to have more physical understanding of the behavior of less slender suction caissons under cyclic lateral loading condition and to have robust design tools for analyzing these laterally loaded caissons. In this study, one-g model tests with 1:25 and 1:50 suction can foundation scale models with an aspect ratio of one are conducted in five different soil profiles: normally consolidated clay, overconsolidated clay, loose siliceous sand, cemented siliceous sand, and cemented calcareous sand. This test program involves monitoring settlements, lateral displacements (walking), tilt, lateral load and pore water pressures in the suction can during two-way cyclic lateral loading at one, three and five degrees of rotation. The model foundations are monitored during installation, axial load tests, and pullout tests. In one and two-degree (±0.5 and ±1 degree) rotation tests, the suction can does not have significant walking or settlement in all the five soil profiles after 1000 load cycles. However, more significant walking or settlement may occur at extreme conditions such as the 5-degree (±2.5 degrees) rotation tests. Gaps between the foundation wall and the soil may also form in these extreme conditions in overconsolidated clay, cemented siliceous sand, and cemented calcareous sand. Plastic limit analysis, finite element analysis, and finite difference analysis are used to evaluate the laterally loaded suction can in clay. The plastic limit analysis originally developed for more slender suction caissons appears to predict a lateral capacity close to the measured short-term static capacity of the caisson with an aspect ratio of one when undisturbed undrained shear strength of soil is used. However, this plastic limit model underestimates the long-term cyclic lateral load capacity of the caisson when the remolded undrained shear strength was used. The finite element model developed in this study can simulate the development and effect of a gap between the foundation and surrounding soil as observed in the experiments in overconsolidated clay. The lateral load-displacement response predicted by this finite element model matches well with the experimental data. Finally, finite difference analysis for a rigid caisson with lateral and rotational springs was developed by fitting the lateral load-displacement response of the suction can in clay. The calibrated p-y curves for rigid caisson are significantly stiffer and have higher ultimate resistance than the p-y curves recommended by API which is consistent with other studies. This finite difference model provides an efficient approach to analyze a laterally loaded caisson with a small aspect ratio in clay. / text

Suction caissons are a cost-effective alternative to traditional piles in deep to ultradeep waters. No design rule has been available on the axial capacity of suction caissons as part of the mooring system in soft sediments. In this research, a series of centrifuge tests were performed using instrumented model caissons, to investigate the axial capacity and radial stress changes around caissons during installation, consolidation and vertical pullout in normally consolidated, lightly overconsolidated and sensitive clays. Total pressure transducers instrumented on the caisson wall were calibrated for various conditions. The radial total stress acting on the external wall varied almost linearly during penetration and extraction of the caisson, with smaller gradients observed during post-consolidation pullout. Minimum difference was found in the penetration resistance and the radial total stress for caissons installed by jacking or by suction, suggesting that the mode of soil flow at the caisson tip is similar under these two types of installation. Observed soil heave showed that the soil particles at the caisson tip flow about evenly outside and inside the caisson during suction installation. Comparison was made between measurements and various theoretical predictions, on both the radial stress changes during caisson installation, and the radial effective stress after consolidation. Significant under-predictions on excess pore pressure changes, consolidation times and external shaft friction ratios were found for the NGI Method, based on the assumption that the caisson wall is accommodated entirely by inward motion of the clay during suction installation. Obvious over-predictions by the MTD approach were found in both stress changes and shaft capacity of the caissons. A simple form of cavity expansion method was found to give reasonable estimations of stress changes and post-consolidation external shaft friction. A model for predicting the penetration resistance of suction caissons in clay was evaluated. Upper and lower bound values of external shaft friction ratio during uplift loading after consolidation were derived. Uplift capacity of caissons under sustained loading and cyclic loading were investigated, revealing approximately 15 to 30% reduction of the capacity compared to that under monotonic loading. External shaft friction ratios and reverse end-bearing capacity factors were both found to be significantly lower than those under monotonic loading

Provas de carga dinâmicas em sete tubulões, de oito metros de comprimento e 0,60 m de diâmetro de fuste, sendo quatro com 1,5 m de base alargada, são apresentadas. Resistências mobilizadas determinadas pelo PDA e pela utilização de métodos que empregam medidas de repique elástico, em particular, os métodos de CHELLIS-VELLOSO e UTO et al. (1985) são comparadas. Várias seqüências de carregamento foram efetuadas, de modo a se ter uma ideia da influência de carregamentos sucessivos no comportamento dos tubulões. Constatou-se que o método de CHELLIS-VELLOSO apresentou resultados sofríveis em relação às resistências encontradas pelas análises CAPWAP, mas que melhoram à medida que sucessivos carregamentos são impostos aos tubulões, por causa do gradual comportamento de tubulões escavados em tubulões \"cravados\", pelo acúmulo de tensões residuais de cravação. Este fato pode ser corroborado pela aplicação do Princípio de Hamilton aos tubulões, fazendo crer que a realização de um ensaio de carregamento dinâmico em elementos de fundação moldados in loco necessita de uma suficiente penetração líquida deste elemento no terreno - da ordem do seu diâmetro, se este for de seção uniforme -, ou seja, sua transformação em um elemento de comportamento \"cravado\". Em alguns tubulões, provas de carga dinâmicas foram efetuadas com o solo em estado natural e inundado, a fim de se determinar a influência da colapsibilidade na resistência mobilizada, conforme o nível de energia aplicado. Verificou-se que em um tubulão submetido a uma inundação prévia do terreno por 48 h, as resistências mobilizadas foram inferiores às encontradas nos demais, para um mesmo nível de energia, muito provavelmente pela ação deletéria da água na colapsibilidade do solo em tela. / Dynamic Loading Tests (DLT) on seven caissons 8 m length and 0,60 m shaft diameter are presented, being four caissons with 1,5 m enlarged base diameter. Mobilized resistances determined both through PDA and rebound measurement methods as CHELLIS-VELLOSO and UTO et al. (1985) are compared. SeveraI successive loadings were performed in order to obtain assessment of the influence of the loading sequence in the caisson behavior. It was observed what CHELLIS-VELLOSO method showed very poor agreement with the obtained resistances through the CAPWAP analysis. Nevertheless, it was noted what the more the caissons are submitted to successive loadings, the closer are the results between CAPWAP analysis and CHELLIS-VELLOSO method, because the cast-in-place caisson is gradually switched to a driving caisson due to driving residual stress accumulations. To allow this to happen, it is necessary to have a net set value close to the shaft diameter in caisson without enlarged base. These facts were confirmed through the application Hamilton\'s Principle to tested caissons. In some caissons DLT were performed with natural and soaked soil conditions in order to know the collapsible influence in the mobilized resistances. lt was verified what 48 hours previous soaked soil resulted in lowest resistances than observed in the other caissons to the same energy level. This fact may justify the harmful action of the water in the reduction of resistance in collapsible soils.

Caisson; Documento Técnico; Estudios Básicos; Pre-Diseño; Construcción. Keywords: Caisson; Technical Document; Basic Studies; Pre-Design; Building / La presente investigación busca proponer un documento técnico que contemple los criterios necesarios a tomar en cuenta en el pre-diseño y construcción de caissons en puentes. La realización de un análisis de estudios básicos de diferentes proyectos de puentes con cimentación con caissons y una validación de la investigación bajo la metodología de juicio de expertos permitieron plantear diferentes criterios y recomendaciones que permitan decidir las características de los caissons a implementar y que a su vez procuren disminuir los riesgos en el proceso constructivo de caissons abiertos y neumáticos. Dicho documento técnico nace de la necesidad de complementar y ordenar la información existente en manuales y normas nacionales para definir el uso de caissons. En el año 2017, muchos puentes colapsaron debido a los fuertes niveles de socavación producidos por las grandes avenidas provocadas por el Fenómeno del Niño. Estos puentes fallaron porque no contaban con la cimentación adecuada para soportar las circunstancias ya descritas y por eso, es que es importante la correcta definición de la cimentación a utilizar. En cuanto al contenido del documento técnico, se pueden observar criterios de definición según el nivel de socavación y según el tipo de suelo. Por ejemplo, si nuestro proyecto se ve afectado por una socavación total de más de dos metros, se recomienda utilizar caissons, de lo contrario, bastaría una cimentación superficial. Por otro lado, también se plantean medidas para mejorar o solucionar problemas durante la construcción como el control de la nivelación en el hundimiento mediante equipos apropiados para evitar desplomes y acciones que nos permitan recuperar la verticalidad de la estructura. Finalmente, se concluyó que los estudios básicos son imprescindibles como punto de partida para evaluar los criterios de pre-diseño y definir el tipo de caisson a utilizar según el tipo de suelo, sus características y las de la superestructura a recibir. Además, se tiene que considerar que este tipo de infraestructura requiere mano de obra calificada. / The present investigation seeks to propose a technical document that contemplates the necessary criteria to be taken into account in the pre-design and construction of caissons in bridges. The realization of an analysis of basic studies of different bridge projects with foundations with caissons and a validation of the research under the expert judgment methodology allowed to propose different criteria and recommendations that allow to decide the characteristics of the caissons to be implemented and that try to reduce the risks in the construction process of open and pneumatic caissons. This technical document arises from the need for scarcity of information in manuals and national standards to define the use of caissons. In the year 2017, many bridges collapsed due to the strong levels of scour caused by the great floods caused by the El Niño Phenomenon. These bridges failed because they did not have the adequate foundation to withstand the circumstances already described and that is why the correct definition of the foundation to be used is important. Regarding the content of the technical document, you can observe definition criteria according to the level of scour and according to the type of soil. For example, if our project is affected by a total scour of more than two meters, it is recommended to use caissons, otherwise a surface foundation would suffice. On the other hand, measures are also proposed to improve or solve problems during construction such as the control of leveling in the subsidence by means of appropriate equipment to avoid crashes and actions that allow us to recover the verticality of the structure. Finally, it was concluded that the basic studies are essential as a starting point to evaluate the pre-design criteria and define the type of caisson to be used according to the type of soil, its characteristics and those of the superstructure to be received. In addition, it must be considered that this type of infrastructure requires skilled labor. / Tesis

[Truncated abstract] The demand for offshore wind turbines is increasing in densely populated areas, such as Europe. These constructions are typically founded on a gravity foundation or a large 'mono pile'. Gravity foundations can only be used at locations where strong soils exist and water depths are limited. Costs associated with a 'mono pile' type foundation contribute to a very large percentage of the total investment costs. This research, therefore, focuses upon a different foundation for offshore wind turbines, namely suction caissons beneath a tripod. This foundation can be used in all kinds of soil types and is cheaper than the 'mono pile' foundation, both in the amount of steel used and installation costs. Cheaper foundations can contribute to a more competitive price for offshore wind energy in comparison with other energy resources. To date, there have been relatively few studies to investigate the behaviour of this type of foundation during the installation process and during operational and ultimate loading for seabed conditions comprising dense sand. Two types of investigations were performed during this research to determine the behaviour of suction caissons beneath a tripod. Firstly, an existing computer program was extended to predict the typical loading conditions for a tripod foundation. Secondly, centrifuge tests on small scale suction caissons were performed to investigate the behaviour during the installation and loading phases. The computer program developed helped to quantify the likely ranges of environmental loading on an offshore wind turbine. For a typical 3 MW wind turbine of 90 m height, the vertical load is low at around 7 MN. During storm conditions the horizontal hydrodynamic load can be in the order of 4 MN. During normal working conditions the horizontal aerodynamic loads can reach 0.4 MN, but can increase to 1.2 MN when the pitch system malfunctions and gusts reach 30 m/s. This aerodynamic load will result in a very large contribution to the overturning moment, due to the high action point of this load. When the wind turbine is placed on top of a tripod, these large moments are counteracted by a push-pull system. ... The development of differential pressure was found to depend on the soil permeability, the extraction speed and a consolidation effect. During cyclic loading no obvious signs of a decrease in resistance were observed. During very fast cyclic loading differential pressures developed, which could increase the drained frictional resistance by approximately 40%. All centrifuge tests results were used to develop methods to predict or back calculate the installation process of suction caissons in sand and layered soil, and the behaviour during tensile and cyclic loading. These methods all use the cone resistance as the main input parameter and predict the force (or required suction) as a function of time, for a given rate of pumping or uplift displacement, in addition to the variation of suction with penetration (or force with uplift displacement). These new methods provide a useful tool in designing a reliable foundation for offshore wind turbines consisting of a tripod arrangement of suction caissons embedded in dense sand.

Cette thèse est dédiée à l’étude, à la réalisation et à la caractérisation de nouvelles périphéries de TRIAC. L’objet de cette recherche est de réduire l’espace occupé par la périphérie en tentant de conserver le même niveau de performances au blocage. Deux voies d’amélioration ont été poursuivies : l’une concerne la réalisation de caissons d’isolation par thermomigration d’aluminium, l’autre implique l’intégration du silicium poreux dans le caisson d’isolation. La thermomigration d’aluminium est une technique attractive permettant de remplacer les techniques de diffusion conventionnelles. Son industrialisation subit cependant quelques verrous technologiques, notamment le retrait des résidus aluminés et la formation de billes. Deux procédés de gravure ont été développés en vue d’enlever sélectivement l’ensemble de résidus. L’origine des billes a été analysée à l’aide d’observations expérimentales et de modélisations numériques. En utilisant un motif incluant des trous carrés aux intersections, des résultats encourageants ont été démontrés malgré une uniformité thermique encore optimisable. La deuxième voie d’innovation consiste à profiter des propriétés diélectriques du silicium poreux. Un procédé de masquage par fluoropolymère a été développé pour la localisation du silicium poreux. Les conditions d’anodisation adéquates ont été déterminées. La caractérisation de prototypes a montré des tenues au blocage largement améliorées par rapport à l’étude précédente. Bien que les tenues en tension nécessaires n’aient pas été atteintes, des courants de fuite inférieures à 10 μA ont été constatés jusqu’à plusieurs centaines de volts. / This thesis is dedicated to the study, the realization and the testing of “Planar” type TRIAC with novel peripheries. The aim of this research is to shrink the device periphery while maintaining the same level of blocking performances. Two paths of innovation have been pursued: one concerning Al-Si thermomigration for the production of through-wafer isolation walls, and the other involving porous silicon and its integration in the isolation walls. Al-Si thermomigration is an attractive mean allowing to replace conventional diffusion technologies. However, several remaining issues, such as the removal of the unintentional residues and the ball formation phenomenon, block its commercial application. Two different etching procedures have been developed in order to selectively remove all residues. The origin of the ball phenomenon has been analyzed using experimental observations and numerical modeling. By using a new pattern including square holes at intersections, encouraging results have been demonstrated in spite of an optimizable thermal uniformity. The second way of innovation is to take advantage of the dielectric properties of the porous silicon. A fluoropolymer masking process has been developed for local porous silicon formation. The appropriate anodization conditions have been determined. The characterization results showed improved blocking performances compared to the previous study. Although the necessary voltage requirements are not met, leakage currents of less than 10 μA have been observed up to several hundred volts.

Thesis (PhD)--Stellenbosch University, 2013. / ENGLISH ABSTRACT: The design, development and evaluation of a novel wave energy converter (WEC) device, called the ShoreSWEC, in a South African port development is presented. Based on the device requirements, site selection criteria were specified and applied to identify a suitable deployment location. A wave modeling procedure was developed to determine the operational wave conditions and available wave power resource at the selected location. The site was found to have a low mean annual average resource of approximately 2.3 kilowatt per meter wave crest (kW/m) due to its relatively sheltered location. The wave model was further used to determine design storm conditions and a structural stability analysis of the device was conducted. Experimental tests were performed to evaluate the hydrodynamic conversion efficiency of a single chamber of the device at its most conservative orientation, under a variety of wave energy conditions. The effect of a floor incline and an additional chamber on the performance of the system was investigated. The incline improved efficiency for low wave heights, making it ideal for the low wave power resource conditions of the site, whilst the multi-chamber system experienced increased performance at high wave periods. A comparison between the ShoreSWEC and a conventional oscillating water column (OWC) WEC showed that the OWC extracted 72% more energy, highlighting the sensitivity of performance on device orientation. A three-dimensional (3D) numerical model of the experimental setup was developed. The numerical model provided comparable water surface elevations inside the flume and chamber, yet predicted significantly higher internal chamber pressures and overall efficiency. The electricity generation potential of a 10 chamber ShoreSWEC at the specified location, approximated from the experimental results and 11 years of hindcast wave data, was found to be 6 kW on average for a 15 kW capacity system. Results of this study highlighted the need for greater understanding of the hydrodynamic characteristics of a full length device. Experimental tests in a 3D wave basin on a scaled full length ShoreSWEC model are therefore recommended. Once conducted, South Africa will be one step closer to the deployment of the full scale SWEC device. / AFRIKAANSE OPSOMMING: Die ontwerp, ontwikkeling en evaluasie van ‘n unieke golfenergieomsetter (GEO), genaamd die ShoreSWEC, in ‘n Suid-Afrikaanse haweontwikkeling word aangebied. Terrein evaluasie kriteria, gebaseer op die omsettervereistes, is ontwikkel en toegepas om die mees belowende terrein te identifiseer. ‘n Golfmodeleringsprosedure is ontwikkel om die operasionele golfkondisies en beskikbare golfdrywinghulpbron te bepaal. Daar is gevind dat die terrein ‘n lae gemiddelde golfdrywing van bykans 2.3 kilowat per meter golfkruin het as gevolg van die beskutte ligging. Die golfmodel is verder gebruik om ontwerpstormkondisies te bepaal en ‘n stabiliteitsanalise was op die toestel struktuur uitgevoer. Eksperimentele toetse van verskeie golfenergie kondisies is gedoen om die hidrodinamiese omsettingseffektiwiteit van ‘n enkel kamer van die toestel te bepaal teen sy konserwatiefste orientasie. Die effek van ‘n vloerhelling en ‘n addisionele kamer op die uitsette van die sisteem is ondersoek. Die helling het effektiwiteit verbeter vir lae golfhoogtes wat dit ideaal maak vir die lae hulpbron by die terrein, terwyl die veelvoudige-kamer-sisteem beter gevaar het by hoë golfperiodes. ‘n Vergelyking tussen die ShoreSWEC en ‘n konvensionele ossilerende waterkolom (OWK) GEO het gewys dat die OWK 72% meer energie onttrek. Dit beklemtoon die sisteem se sensitiwiteit vir die inkomende golfrigting. ‘n Drie-dimensionele (3D) numeriese model van die eksperimentele opstelling is ontwikkel. Die numeriese model het aansienlik hoër drukke binne die kamer, en gevolglik algehele effektiwiteit, voorspel as die eksperimentele toetse. Die elektriese opwekkingskapasiteit van ‘n 10 kamer ShoreSWEC by die terrein, gebaseer op die eksperimentele resultate en 11 jaar se golfdata, is bereken as 6 kW gemiddeld vir ‘n 15 kW kapasiteit stelsel. Die bevindinge van hierdie studie het die behoefte aan ‘n beter begrip van die hidrodinamiese eienskappe van ‘n vollengte sisteem beklemtoon. Eksperimentele toetse in ‘n 3D golfbak op ‘n geskaleerde vollengte ShoreSWEC model word dus aanbeveel. Sodra dit voltooi is, sal Suid-Afrika een stap nader wees aan die ontplooiing van ‘n volskaalse SWEC toestel.