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Nunez, Ian Louis. "Centrifuge model tension piles in clay." Thesis, University of Cambridge, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.316783.
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Jacobson, Linnea, and Viktor Karlsson. "Design Model for Driven Concrete Piles According to Eurocode." Thesis, Linköpings universitet, Kommunikations- och transportsystem, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-118573.
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Pålning är en vanlig grundläggningsmetod för att överföra laster från överliggande konstruktioner genom svaga eller instabila jordlager till fasta jordlager eller berg. En typ av påle som ofta används är den slagna spetsburna betongpålen som slås ned genom till exempel lös lera till fast berg. 2011 trädde Eurokod in som gällande regelverk för dimensionering av bärverk. Införandet innebar förändringar i dimensionering av bland annat slagna spetsburna betongpålar. Företaget WSP i Norrköping har tidigare använt ett beräkningshjälpmedel för att få en uppfattning om en spetsburen betongpåles bärförmåga. Detta beräkningshjälpmedel blev i och med införandet av Eurokod inte längre giltigt. En önskan från WSP var att klargöra vad som gäller för dimensionering av spetsburna betongpålar enligt Eurokod och att ett nytt beräkningshjälpmedel skulle skapas om så var möjligt. När litteraturstudien för examensarbetet utfördes stod det klart att inget samlat dokument som beskrev alla delar av dimensionering av slagna spetsburna betongpålar fanns. Syftet med examensarbetet blev i och med det att sammanställa och tydliggöra gällande regelverk kring dimensionering av slagna spetsburna betongpålar. I den teoretiska referensramen sammanställs gällande regler och tillvägagångssätt för att utföra dimensioneringsberäkningar för en slagen spetsburen betongpåle. Det som sammanställts kan ses som ett förslag på hur dimensionering av en slagen spetsburen betongpåle kan genomföras. Resultatet visar att det är möjligt att skapa ett tillförlitligt beräkningsprogram som kan beräkna bärförmågan hos en spetsburen betongpåle enligt Eurokod. Vid jämförelsen av bärförmågan beräknad med det tidigare beräkningshjälpmedlet och det nya visade det sig att det nya ger en högre bärförmåga och framförallt ett noggrannare beräknat resultat.
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Sands, Timothy Bryan. "Interaction between model bored piles and swelling London clay." Thesis, University of Hertfordshire, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.289605.
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Lopez, Sabater Carlos Joaquin. "An empirical model of hydraulic roughness for overland flow." Diss., The University of Arizona, 2001. http://hdl.handle.net/10150/280353.
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This research has developed a method for estimating hydraulic roughness coefficients for overland flow models in a dynamic approach, to more effectively simulate runoff on natural, agricultural and urban slopes. The hydraulic roughness coefficients are then generated with a series of neural networks. First, a laboratory experiment was designed to explore the effects of soil microtopography, slope and Reynolds number on the magnitude of Darcy-Weisbach, Manning and Chezy roughness coefficients. It was found that three parameters were necessary to describe the soil surface microtopography. Neural networks developed in a preliminary phase were able to reproduce the roughness coefficients obtained in the laboratory experiment by using five predictor variables: bed slope, Reynolds number, and the three parameters used to describe the microtopography. However, these networks failed to generate roughness coefficients for different input variables (generalization). Second, more complex algorithms were developed as combinations of neural networks in parallel. The algorithm output, the sought hydraulic roughness estimate, was estimated with the arithmetic average of the individual network outputs. Results presented in this study demonstrate that combining multiple neural networks reduced the prediction error and improved on the generalization ability of the neural networks. It was also observed that the estimate accuracy was influenced by the characteristics of the dataset, and especially by the relationship between the roughness coefficient and Reynolds numbers. Finally, a field experiment was performed to explore the applicability of the algorithms. A numerical model based on the 1-D diffusion approximation to the Saint Venant equations was constructed, and two surface irrigations were performed to collect data to test the model estimates. The model was used under two scenarios: (1) with constant hydraulic roughness coefficients, and (2) using variable hydraulic roughness predicted with the algorithm. Discharge at the end of the plot and irrigation front advance estimated using both models matched the observations well. However, when using a variable hydraulic roughness, the front was initially delayed until there was a sufficient surface storage to push it forward. The methodology described in this research should be useful for 2-D overland flow models applied to natural slopes with unsteady rainfall.
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Villeneuve, Joey. "Laboratory Testing for Adfreeze Bond of Sand on Model Steel Piles." Thesis, Université d'Ottawa / University of Ottawa, 2018. http://hdl.handle.net/10393/37323.
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This study explored the available adfreeze data published in literature and the techniques used to obtain it. Two methods were selected and modified to complete series of adfreeze bond test. A model pile pull-out method consisting of pulling a pile out a large specimen of soil was the first method used. The second method was modified from an interface shearing apparatus developed by Dr. Fakharian and Dr. Evgin at the University of Ottawa in 1996 and allowed preparing, freezing and testing the specimen in place.
The material and soil tested for this study were provided by EXP Services Inc. The model pile, a galvanized HSS 114.3 x 8.6 section, is commonly used to install solar panels. Soil was taken from a future solar farm site in proximity to Cornwall, Ontario.
The study had for objective to develop a low cost adfreeze laboratory testing method. Limitations of the technics and apparatus used were observed. While the results of a model pile pull-out test compared to previous data publish by Parameswaran (1978), the interface shear series of test presented more limitations. The interface shearing method has been previously study by Ladanyi and Thériault (1990).
Issues with the interface shear method due to the water content of the soil as well as the range of normal stress applied to the specimen both during testing and freezing. The data obtained was inconclusive and the method will be studied in future research program.
This studied approach the adfreeze testing with new improvement. The main contribution of this study is the data obtained by measuring and observing adfreeze of ice poor sand with varying water content. The measurements allowed to study the effect that increasing water content has on the interface bond strength.
The modifications made to interface shear apparatus are also major new contribution provided by this research. The apparatus was converted in a small freezer chamber using insulation panel and vortex tubes. Which was used to freeze the specimen in the testing chamber and testing adfreeze in place without handling the shear box arrangement.
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Jeffrey, John. "Investigating the performance of continuous helical displacement piles." Thesis, University of Dundee, 2012. https://discovery.dundee.ac.uk/en/studentTheses/9877bf01-2251-4b34-aa8b-0ff9fc36a264.
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The Continuous Helical Displacement (CHD) pile is an auger displacement pile developed by Roger Bullivant Ltd in the UK. The CHD pile is installed in-situ through the use of a drilling auger, in a similar fashion to European screw piles and as such, it has performance characteristics of both displacement and non-displacement piles Based on field experience, it is known that the load capacity performance of the CHD pile significantly exceeds the current design predictions, particularly when installed in sand. Model CHD piles were created in pluviated test beds at a range of different densities and compared to model displacement and non-displacement piles. The load tests show that the CHD piles have a similar ultimate capacity to displacement piles. Instrumentation of the model piles allowed load distribution throughout the pile length to be determined. The tests allowed design parameters to be established, with it being shown that the CHD has lower bearing capacity factors and higher earth pressure coefficients than current suggestions .The disturbance to the in-situ soil conditions caused by the installation of the CHD piles was measured using a model CPT probe. The CHD pile was found to cause significant changes in soil relative density laterally around the pile shaft while displacement piles show changes predominantly below the pile base. The CHD pile is found to cause a densification of the in situ soil for all relative densities with the greatest increase occurring in loose sand. The ultimate capacity of the CHD pile is determined from load tests carried out on field CHD piles with the aid of capacity prediction methods for piles which have not been loaded to their ultimate capacity. The results from model testing have been applied to field pile tests to allow the development of design parameters including appropriate pile diameter, bearing capacity factor Nq and the earth pressure coefficient k which are suitable for CHD piles.
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Dapp, Steven Douglas. "Static Lateral Load Testing of Model Piles in Clay Soil Phase 1." DigitalCommons@USU, 2000. https://digitalcommons.usu.edu/etd/4544.
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This research project was done on behalf of the Utah Department of Transportation (UDOT). Model piles were subjected to static lateral loading in homogeneous, undisturbed clay with a known undrained shear strength. The dimensions of length, diameter, height from soil to applied load, and a pile stiffness parameter as was determined by dimensional analysis to be consistent will common full-scale steel pipe piles commonly used by UDOT. Bending moment profiles of the model pile were obtained for Lateral loads using foil type strain gages. Pile head deflection and soil response (p-y curves) were determined from these measured pile moment profiles.
Model pile test results were compared to predictions made by the computer design packages Florida Pier (a 3-D, nonlinear, finite element analysis program written at the University of Florida) and COM624P.
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Nguyen, Van-Tri. "Thermal and thermo-mechanical behavior of energy piles." Thesis, Paris Est, 2017. http://www.theses.fr/2017PESC1160/document.
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Le comportement thermique et thermo-mécanique des pieux énergétiques est étudié par plusieurs approches : mesures au laboratoire sur des éprouvettes de sol, modélisation physique en modèle réduit, expérimentations sur pieu en vraie grandeur, et calculs numériques/analytiques. D’abord, la conductivité thermique d’un loess à l’état non saturé est mesurée en fonction de la teneur en eau et de la succion. Les résultats montrent une relation univoque entre la conductivité thermique et la teneur en eau pendant un cycle d’humidification/séchage alors qu’une boucle d’hystérésis est observée pour la relation entre la conductivité thermique et la succion. Deuxièmement, des essais thermiques sont réalisés sur un pieu énergétique expérimental en vraie grandeur pour étudier le transfert thermique à l’échelle réelle. Troisièmement, une solution analytique est proposée pour simuler la conduction thermique d’un pieu énergétique vers le sol environnant pendant un chauffage. Les tâches mentionnées ci-dessus concernant le comportant thermique sont ensuite complétées par des études sur le comportement thermo-mécanique des pieux énergétiques. D’un côté, des expérimentations sont réalisées sur un modèle réduit de pieu installé dans un sable sec ou dans une argile saturée. Trente cycles thermiques, représentant trente cycles annuels, sont appliqués au pieu sous différentes charges axiales en tête. Les résultats montrent un tassement irréversible avec les cycles thermiques ; ce tassement est plus important sous une charge axiale plus grande. De plus, le tassement est plus marqué pendant les premiers cycles thermiques et devient négligeable pour les cycles suivants. De l’autre côté, les travaux expérimentaux sur le modèle réduit de pieu sont complétés par les calculs numériques utilisant la méthode des éléments finis. Cette approche est d’abord validée avec les résultats obtenus sur le pieu modèle avant d’être utilisée pour prédire les résultats des expérimentations en vraie grandeurThe thermal and thermo-mechanical behavior of energy piles is investigated by various approaches: laboratory measurement on small soil samples, physical modeling on small-scale pile, experiments on real-scale pile, and analytical/numerical calculations. First, the thermal conductivity of unsaturated loess is measured simultaneously with moisture content and suction. The results show a unique relationship between thermal conductivity and moisture content during a wetting/drying cycle while a clear hysteresis loop can be observed on the relationship between thermal conductivity and suction. Second, thermal tests are performed on a full-scale experimental energy pile to observe heat transfer at the real scale. Third, an analytical solution is proposed to simulate conductive heat transfer from an energy pile to the surrounding soil during heating. The above-mentioned tasks related to the thermal behavior are then completed by studies on the thermo-mechanical behavior of energy piles. On one hand, experiments are performed on a small-scale pile installed either in dry sand or in saturated clay. Thirty thermal cycles, representing thirty annual cycles, are applied to the pile under various constant pile head loads. The results show irreversible pile head settlement with thermal cycles; the settlement is higher at higher pile head load. In addition, the irreversible thermal settlement is the most significant during the first cycles; it becomes negligible at high number of cycles. On the other hand, the experimental work with small-scale pile is completed with numerical calculations by using the finite element method. This approach is first validated with the results on small-scale pile prior to be used to predict the results of full-scale experiments
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Louw, Hendrik. "Modelling horizontally loaded piles in the geotechnical centrifuge." Diss., University of Pretoria, 2020. http://hdl.handle.net/2263/73182.
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Pile foundations are extensively used to support various structures that are constructed in soft/loose soils, where shallow foundations would be considered ineffective due to low bearing capacities and large settlements. The design of these structures to accommodate lateral applied loads in particular, usually imposed by winds, water and earth pressures, has gained popularity over the past few decades. The behaviour of horizontally loaded piled foundations is a complex soil-structure interaction problem and is usually concerned with the relative stiffness between the pile and the surrounding soil, where the relative stiffness is a function of both the stiffness and properties of the pile and the stiffness of the soil.
Many design assumptions and methods used for pile foundations are based on the principles observed from metal piles. This raises the question of the validity and accuracy of assumptions and methods for the use of analysing and designing reinforced concrete piles, that exhibits highly non-linear material behaviour and changing pile properties after cracking. Due to the elastic behaviour of metal sections, these methods typically only focus on the soil component of the soil-structure interaction problem, only allowing changes and non-linear behaviour of the soil surrounding the pile to take place upon load application, mostly disregarding the behaviour and response of the pile itself.
The main purpose and objective of the study was to determine whether aluminium sections in a centrifuge could be used to realistically and sufficiently accurately model the monotonic and cyclic response of reinforced concrete piles subjected to lateral loading. This was observed though a number of tests conducted in a geotechnical centrifuge on scaled aluminium and reinforced concrete piles, subjected to both monotonic and cyclic loading.
After conducting the tests on both the scaled aluminium and reinforced concrete piles in the centrifuge it was concluded that aluminium sections cannot be used to accurately model and predict the lateral behaviour of reinforced concrete piles. Both the scaled aluminium and reinforced concrete piles proved to model the concept of laterally loaded piles quite well regarding bending at low loads. However, even at low lateral loads, the observed response of the scaled reinforced concrete was significantly different than that observed from the scaled aluminium pile. Furthermore, as the magnitude of the applied load and bending increased, the scaled reinforced concrete pile cracked, resulting in non-linear behaviour of the section under loading, which was not the case for the scaled aluminium pile that remained uncracked. This contributed to the difference in behaviour between the piles studied, therefore, the true material behaviour and failure mechanisms involved with reinforced concrete piles were not replicated by using a scaled aluminium pile section. The non-linear behaviour of the scaled reinforced concrete pile after cracking affected both the behaviour of the pile, as well as the response of the soil surrounding the pile, in contrast with the behaviour observed from the scaled aluminium pile.Dissertation (MEng)--University of Pretoria, 2020.
The Concrete Institute
Concrete Society of Southern Africa
WindAfrica project
Civil Engineering
MEng (Structural Engineering)
Unrestricted
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Silveira, Mariana Vela. "Neuronal model for prediction of settlements in cintinua auger piles, metal and excavated." Universidade Federal do CearÃ, 2014. http://www.teses.ufc.br/tde_busca/arquivo.php?codArquivo=12232.
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Conselho Nacional de Desenvolvimento CientÃfico e TecnolÃgicoEstimar o recalque em estacas à um problema muito complexo, incerto e ainda nÃo totalmente compreendido, devido Ãs muitas incertezas associadas aos fatores que afetam a magnitude desta deformaÃÃo. As RNA sÃo ferramentas que funcionam analogamente ao cÃrebro humano, e sua unidade principal, o neurÃnio artificial, trabalha de maneira semelhante ao neurÃnio biolÃgico. Esta ferramenta alternativa vem sendo aplicada com sucesso em muitos problemas de engenharia geotÃcnica, podendo, portanto ser utilizadas como uma ferramentas alternativas para avaliar recalques em estacas isoladas. Nessa pesquisa as RNA utilizadas foram do tipo perceptron de mÃltiplas camadas, empregando um treinamento supervisionado utilizando o algoritmo de retropropagaÃÃo do erro. O modelo desenvolvido relaciona o recalque em estacas isoladas com as propriedades geomÃtricas das estacas (diÃmetro e comprimento), a estratigrafia e as caracterÃsticas de compacidade, ou consistÃncia dos solos por meio dos resultados obtidos nos ensaios SPT, e a carga atuante, obtidas em provas de carga realizadas em estacas hÃlice contÃnua, cravada metÃlica e escavada. O conjunto de aprendizagem foi composto por 1947 exemplos de entrada e saÃda. Com auxilio do programa QNET2000 foram treinadas e validadas vÃrias arquiteturas de redes neurais. ApÃs comparar o desempenho da curva carga x recalque elaborada com os recalques estimados pelo modelo proposto com a curva carga x recalque resultante da prova de carga estÃtica e com a curva carga x recalque gerada pelo emprego do programa comercial baseado em elementos finitos tridimensionais PLAXIS 3D Foundation, constatou-se que as RNA foram capazes de entender o comportamento das fundaÃÃes profundas do tipo estacas hÃlice contÃnua, escavada e cravada metÃlica, possibilitando dentre outras coisas, a definiÃÃo das cargas de trabalho e cargas limites nas estacas.
Predicting the settlement in deep foundation is a very complex, uncertain and not yet fully understood, due to the many uncertainties associated with factors that affect the magnitude of this deformation. Artificial Neural Network (ANN) is a tool that works similarly to the human brain, its main unit, the artificial neuron, works in a similar way to the biological neuron. This alternative tool has been successfully applied in many geotechnical engineering problems and can therefore be used as an alternative tool to evaluate the behavior of settlement in isolated piles. In this paper, the ANN used were the multilayer perceptron type, employing a supervised training that uses the error back propagation algorithm. The model developed relates settlement in isolated piles with the type and the geometrical properties of the piles (diameter and length), the stratigraphy and characteristics of compactness or consistency of soils by means of the SPT tests results, and the load applied, obtained in static pile load tests performed in continuous helix, steel driven and excavated pile types. The data set used to model consisted of 1.947 samples of input and output. QNET 2000 was the program used to assist the training and validation of various architectures of neural networks. The architecture formed by 10 nodes in the input layer, 28 neurons distributed in 4 intermediate layers and one neuron in the output layer, corresponding to the measured discharge for cutting (A10: 14:8:4:2:1) was the one that showed the best performance, with the correlation coefficient between the estimated settlements and settlements measured during the validation phase of 0.94, such value can be considered satisfactory when considering the prediction of a complex phenomenon. After comparing the performance of the applied load x settlement estimated by model proposed curve with the applied load x settlement measured in static pile load test curve and the applied load x settlement estimated by an elasto-plastic model thru numerical simulation, it was found that the ANN were able to understand the behavior of deep foundations of continuous helix, steel driven and excavated piles type, allowing among other things, the definition of workloads and load limits at the pile.
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Masson, Benoît. "Des piles de sable aux automates de sable." Phd thesis, Université de Nice Sophia-Antipolis, 2006. http://tel.archives-ouvertes.fr/tel-00144448.
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Dans cette thèse nous étudions différents systèmes dynamiques discrets permettant de simuler la formation des piles de sable. Le comportement des modèles de base SPM ou IPM(k) est bien connu dans des conditions initiales spécifiques. Nous étendons ces résultats à des conditions initiales plus générales, et nous introduisons le modèle SSPM qui ajoute de la symétrie à ces modèles et améliore leur réalisme. Dans un second temps, nous étudions un autre système dynamique, les automates de sable. Ils sont définis de manière analogue aux automates cellulaires, avec la contrainte supplémentaire qu'uneconfiguration n'admet pas de « trous ». Ces automates peuvent simuler tous les modèles de piles de sable définis localement, et à l'aide d'un cadre mathématique solide, ils permettent d'obtenir des résultats plus généraux. Nous nous intéressons à la dynamique des automates de sable, plus précisément aux propriétés de réversibilité d'un automate, et nous étudions la décidabilité de propriétés caractérisant les piles de sable classiques : conservation des grains et périodicité ultime.
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Maser, Nicholas Brian. "Numerical Model of a Reciprocating Rod Seal, Including Surface Roughness and Mixed Lubrication." Thesis, Georgia Institute of Technology, 2006. http://hdl.handle.net/1853/14102.
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Currently, finite element analysis (FEA) serves as the only analytical tool used in the evaluation of seals. The FEA does not allow the dynamic analysis of the seal, which must be performed experimentally. As a result, the designing of a seal can be a costly and extensive procedure. The aim of this project has been to develop a numerical model and computer program that will have the ability to predict key seal performance characteristics, such as leakage and friction. This numerical model provides a means for evaluating potential seal designs, which can be performed without having to endure the costs of creating and evaluating the performance of the seal. Thus, the numerical model reduces the time and cost involved in evaluating seal designs.
The numerical model developed differs from previous models as the effects of mixed lubrication and surface roughness are investigated. This model consists of three coupled analyses of fluid mechanics, deformation, and contact mechanics. After computational procedure has converged coupling the three analyses, auxiliary calculations are performed to obtain the quantities of leakage rate and friction force. These obtained results then allow the evaluation of the seal design, which will lead to better seal designs with lower friction and less (or no) leakage. The results obtained for a typical hydraulic seal show that the leakage characteristics depend strongly on the seal roughness.
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Blair, Timothy. "Stage discharge estimation using a 1d river hydraulic model and spatially-variable roughness." Thesis, University of British Columbia, 2009. http://hdl.handle.net/2429/17412.
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Stage-discharge relations (rating curves) are integral to stream gauging, yet the existing empirical calibration methods are expensive, particularly in remote areas, and are limited to low flows. Numerical modelling can provide stage-discharge relations from a single site survey, reducing the overall cost, and can be fit to changing surface conditions. This study explores a one-dimensional model to calculate theoretical stage-discharge relations for four field sites in British Columbia that range in bed stability, bed structure, hydrology and sediment supply. However, due to the non-linear relation between flow and roughness we do not assume the conventional reach-averaged roughness and instead employ a spatially-distributed roughness model. Furthermore, based on local grain size distribution and refined field survey technique, new formulae for wetted perimeter, flow area, and flow depth were developed that eliminate commonly held modelling assumptions and reduce topographic error. The results show (1) good agreement with Water Survey of Canada measurements, (2) distributed roughness provided an improvement over spatially-averaged roughness, (3) spatial variability of the geomorphology within the channel reach leads to shifts in the stage-discharge relations and high sediment amplifies those shifts, and (4) the relations must be re-evaluated following events that mobilize the bed. The method can be used to estimate high flows and flows in remote locations and it does not require calibration.
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Evans, Keith Martin. "A model study of the end bearing capacity of piles in layered calcareous soils." Thesis, University of Oxford, 1987. http://ora.ox.ac.uk/objects/uuid:574ae32d-bb91-4be7-aae6-d456f4c40b70.
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The results of a series of over 120 model tests to study the end bearing capacity of piles in layered calcareous soils are described. The tests were carried out on samples enclosed in a cylindrical testing chamber, 450 mm diameter and 450 mm high, which allowed independent control of horizontal and vertical stress in the range 25 kPa to 500 kPa. The samples consisted of a loose, uncemented calcareous sand consisting predominantly of foraminifera and mollusc micro-organisms (D50 = 0.2 mm, calcium carbonate content 92%). Into this was built a layer of the same material artificially cemented by a gypsum plaster. The layer had similar properties to naturally cemented deposits, and layers with unconfirmed crushing strengths in the range 500 kPa to 4000 kPa have been prepared. All samples were tested dry. Closed end model piles of 16mm diameter were jacked at 0.1mm/s into the sample, and continuous profiles of end bearing capacity obtained during penetration. A parametric study has been carried out to examine the effects on the bearing capacity of stress level, K0, cemented layer thickness (0.5 pile diameters to 5.0 pile diameters) and layer strength. In addition, tests have been conducted with different pile geometry, multiple cemented layers, and using dynamic installation techniques. The study has identified ranges of parameters for which brittle failure of the cemented layer occurs (low stress levels and high layer strengths) and ranges where the failure is ductile (high stresses and low layer strengths). Characteristic patterns have been observed of the variation of end bearing with position as a layer is penetrated. Examination of the samples after testing has revealed details of failure mechanisms. Simple procedures are proposed for modelling the bearing capacity of such layered systems, and some implications of the results for design methods are discussed.
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Lake, G. C. "The development of shaft friction and end bearing resistance for dynamically driven model piles." Thesis, University of South Wales, 1986. https://pure.southwales.ac.uk/en/studentthesis/the-development-of-shaft-friction-and-end-bearing-resistance-for-dynamically-driven-model-piles(5e2ca22e-ce15-4c73-a6c8-aecae5d88122).html.
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A pilot study was initially undertaken using a 38 mm pile to check the proposed static and dynamic instrumentation. A sophisticated control programme was then developed for the main tests using an Orion Data Logger interfaced with a Commodore PET micro computer. The static load data was stored on discs whilst the transient data was recorded on magnetic tape for later analysis. A pneumatically controlled rig was designed for driving the piles. The piles were driven from the surface adding sections at selected intervals. Inclinometers were installed in the soil to monitor vertical movements. The density of the soil was also measured at selected points at the end of the tests. The pile was driven to an embedded depth of 2 metres and then test loaded using the conventional CRP, MTL and Pull Out tests. The load distribution along the pile, together with the vertical movement of the soil was monitored at all stages. Changes in the shear and vertical stresses at the sand clay interface were also monitored and the final deformation of the clay beneath the pile tip. The data showed:- 1. The pile top impact force was dependant on ram impact velocity only. 2. The transient forces at the pile tip could be less than equal to or greater than the impact force depending on the nature of the bearing surface. 3. The stress transfer curves exhibited a large value at shallow depth diminishing in value towards the toe. 4. Vertical sand displacement decreased with increasing depth and radius. 5. Insitu density increased towards the pile shaft by an appreciable amount. 6. Soil movements were recorded across the sand clay interface during driving and test loading. 7. Dragdown of sand into the clay along with a wedge of sand which preceded the pile tip was also observed. A theoretical approach for predicting static bearing capacity using the dynamic equations of motion and dynamic measurements is also outlined and compared with the authors experimental results. The agreement between experimental and theoretical thus achieved are encouraging.
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Navarro, Martin. "Fault roughness and fault complexity field study, multi-scale analysis and numerical fault model /." [S.l.] : [s.n.], 2002. http://deposit.ddb.de/cgi-bin/dokserv?idn=966415809.
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Whittle, Andrew John. "A constitutive model for overconsolidated clays with application to the cyclic loading of friction piles." Thesis, Massachusetts Institute of Technology, 1987. http://hdl.handle.net/1721.1/14639.
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Vyas, Prerit. "Effects of Stochastic (Random) Surface Roughness on Hydrodynamic Lubrication of Deterministic Asperity." UKnowledge, 2005. http://uknowledge.uky.edu/gradschool_theses/344.
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In order to achieve enhanced and cost-effective performance of engineering components, Surface Engineering embraces traditional and innovative surface technologies which modify the surface properties of metallic and non-metallic engineering components for specific and sometime unique engineering purposes. The surface roughness of an engineered surface may be classified as: the random surface roughness which is a product of surface finishing and the deterministic surface roughness which is engineered to increase the lubrication characteristics of the hydro dynamically lubricated thrust ring. The effect of stochastic/random roughness can not be ignored when the roughness is of the same amplitude as that of fluid film thickness. Average flow model derived in terms of flow factors which are functions of the roughness characteristics is used to study the random surface roughness effects on hydrodynamic lubrication of deterministic asperity. In addition, the effect of boundary conditions on flow factors is studied by calculating the pressure and shear flow factor using two different new boundary conditions. The results are obtained for random surface roughness having a Gaussian distribution of roughness heights.
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Lim, Nancy Joy. "Topographic data and roughness parameterisation effects on 1D flood inundation models." Thesis, University of Gävle, Ämnesavdelningen för samhällsbyggnad, 2009. http://urn.kb.se/resolve?urn=urn:nbn:se:hig:diva-5039.
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A big responsibility lies in the hand of local authorities to exercise measures in preventing fatalities and damages during flood occurrences. However, the problem is how flooding can be prevented if nobody knows when and where it will be occurring, and how much water is expected. Therefore, the utilisation of flood models in such studies can be helpful in simulating what is anticipated to occur.
In this study, the HEC-RAS steady flow model was used in calibrating different flood events in Testeboån river, which is situated in the municipality of Gävle in Sweden. The purpose is to provide inundation maps that show the water surface profiles for the various flood events that can help authorities in planning within the area. Moreover, the study would try to address certain issues, which concern one-dimensional models like HEC-RAS in terms of the effects of topographic data and the parameters used for friction coefficient.
Various flood maps were produced to visualise the extents of the floods. In Oppala and Norra Åbyggeby, the big water extents for both the 100-year and the highest probable floods were visible in the forested areas and grasslands, although a few houses were within the predicted flooded areas. In Södra Åbyggeby, Varva, Forsby, and in the northern parts of Strömsbro and Stigslund, the majority of the residential places were not inundated during the 100-year flood calibration, but became flooded during the maximum probable flood. The southern portions of Strömsbro and Stigslund had lesser flood extents and houses were situated within the boundaries of the highest flood. In Näringen, there were also some areas close to the estuary that were flooded for both events.
With the other calibrations performed, two factors that greatly affect the flood extents in the floodplain, particularly in flatter areas were topographic data and the parameters used as friction coefficient. The use of high resolution topographic data was important in improving the performance of the software. Nevertheless, it must be emphasised that in areas characterised by gentler slopes that bounded the channel and the floodplain, data completeness became significant whereby both ground data and bathymetric points must be present to avoid overestimation of the inundation extent. The water extents also varied with the use of the various Manning’s n for the overbanks, with the bigger value showing greater water extents. Else, in areas with steeper slopes and where the water was confined to the banks, the effect was minimal.
Despite these shortcomings of one-dimensional models, HEC-RAS provided good inundation extents that were comparable to the actual extent of the 1977 flooding.
Modelling real floods has its own difficulties due to the unpredictability of real-life flood behaviours, and more especially, there are time dependent factors that are involved. Although calibrating a flood event will not exactly determine what is to arise as they might either under- or overestimate such flooding occurrences, still, they give a standpoint of what is more or less to anticipate, and from this, planning measures can be undertaken.
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Valee, Joris. "Using airborne laser scans to model roughness length and forecast energy production of wind farms." Thesis, Uppsala universitet, Institutionen för geovetenskaper, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:uu:diva-393953.
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Successful wind power projects start with a realistic representation of the surface, more specifically the surface roughness of the site. This thesis investigates the use of airborne laser scans to model the surface roughness around a new wind farm. Estimations are made to find out how forest management and tree growth affects roughness length and displacement height. Data from scans two years apart for a specific site is provided by the Swedish governmental land registration authority. Next, tree height and plant area index methods are applied and analyzed using MATLAB. The results shows a difference of roughness length between 10.34% and 36.21% during an eight year period. WindPRO/WAsP is used to import roughness lengths for four specific cases. Height contour lines and meteorological data is taken from a long term corrected MESO data set. The results indicate a reduction in uncertainty in annual energy production between 0.79% and 2.89% across four different cases. This effect becomes significantly larger (12.76%) when comparing with classical land cover maps. Further on, effects of turbulence intensity are simulated.Finally, the results of a survey, sent to three large forest land owners in Sweden, show there is an interest in adapting forest management plans in favor of wind energy production if benefits can be shared.
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Varun. "A non-linear dynamic macroelement for soil structure interaction analyses of piles in liquefiable sites." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34718.
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A macroelement is developed for soil-structure interaction analyses of piles in liquefiable soils, which captures efficiently the fundamental mechanisms of saturated granular soil behavior. The mechanical model comprises a nonlinear Winkler-type model that accounts for soil resistance acting along the circumference of the pile, and a coupled viscous damper that simulates changes in radiation damping with increasing material non-linearity. Three-dimensional (3D) finite element (FE) simulations are conducted for a pile in radially homogeneous soil to identify the critical parameters governing the response. The identified parameters, i.e., hydraulic conductivity, loading rate of dynamic loading, dilation angle and liquefaction potential are then expressed in dimensionless form.
Next, the macroelement parameters are calibrated as a function of the soil properties and the effective stress. A semi-empirical approach that accounts for the effects of soil-structure interaction on pore pressure generation in the vicinity of pile is used to detect the onset of liquefaction. The predictions are compared with field data obtained using blast induced liquefaction and centrifuge tests and found to be in good agreement.
Finally, the macroelement formulation is extended to account for coupling in both lateral directions. FEM simulations indicate that response assuming no coupling between the two horizontal directions for biaxial loading tends to overestimate the soil resistance and fails to capture features like 'apparent negative stiffness', 'strain hardening' and 'rounded corners'.
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Muncy, Tyler J. "Topographic and Surface Roughness Influences on Tornadogenesis and Decay." Ohio University / OhioLINK, 2021. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1628513174226383.
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Beraki, Ermias. "Effect of Surface roughness for Hydro Turbine Step-up Efficiency." Thesis, Luleå tekniska universitet, Institutionen för teknikvetenskap och matematik, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-71499.
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The energy produced by the flow of water is known as hydropower. It is an easily accessible and available source of energy in large quantity in the form of, rivers, lakes, streams and runoffs around the world. Hydropower is dependent upon hydrological cycle hence; this beneficial characteristic of hydropower makes it a renewable source of energy. Hydropower is free from poisonous emission; therefore, it is considered as a safer and pollution free source of energy. It is usually used to develop electricity from generators. These generators are connected to the hydro turbines by means of shaft. The electricity produced from hydropower is stable and steady because of its higher capacity, thus it can be a suitable source to work as base-load and used to balance the power fluctuations caused by varying loads. The hydropower can also be accommodated with different sources such as solar and wind system. This way of power sharing needs quick regulation as the deviation in the power grid changes rapidly. To fulfil this power demand with higher stability prompted to the development of modern turbines with more efficient, reliable and robust design. To achieve the above target, it is of prime importance to improve efficiency of hydro turbine. Nevertheless, many methods are in practice for improvement for efficiency of the turbine; though one of the prime elements which influence the turbine efficiency is surface roughness. The effect of surface roughness differs for different turbine components like stay vanes, guide vanes, runner, draft tube and spiral casing. The main purpose of this thesis is to examine the effect of surface roughness for hydro turbine step-up efficiency. It is based on reduced scale model to prototype conversion method. For this purpose, IEC_62097 has provided an excel sheet as an attachment for calculation. There has been always a need to perform model test, since performing test on the prototype itself is very accurate, and calculations too, do not yield reliable results. Therefore, the model to prototype conversion method is considered a better solution. A sensitivity analysis is conducted on a Kaplan turbine situated at the Granfors power station located along the Skellefteå river about 30 km from the city of Skellefteå. The results obtained after applying the latest step-up expressions are described and presented. These outcomes have shown significant positive impact on the hydro turbine efficiency improvement, which are presented in graphs. The most significant variations of step-up efficiency against surface roughness were observed in the runner part of the turbine. This specific characteristic makes it evident that more focus and test should be conducted on this part to improve efficiency.
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Albright, Lydia T. "Hydraulic Modeling of Floods in an Open Conduit Cave." Ohio University / OhioLINK, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1596647829960682.
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Horváth, Ľudovít. "Model profilu povrchu obrobku obrobeného válcovou obvodovou frézou." Master's thesis, Vysoké učení technické v Brně. Fakulta strojního inženýrství, 2014. http://www.nusl.cz/ntk/nusl-231139.
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In the teoretical part of the master´s thesis, the master´s thesis deals with milling and surface profile describing. In the practical part, the master´s thesis deal with model of surface profile after milling operation with plain milling cetter. For evalution were used data obtained from the computer model of the surface profil and data obtained from measuring the actual surface profil, which was created by machining the material mills with a diameter of 45 mm.
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Sakthi, Gireesh. "WIND POWER PREDICTION MODEL BASED ON PUBLICLY AVAILABLE DATA: SENSITIVITY ANALYSIS ON ROUGHNESS AND PRODUCTION TREND." Thesis, Uppsala universitet, Institutionen för geovetenskaper, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:uu:diva-400462.
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The wind power prediction plays a vital role in a wind power project both during the planning and operational phase of a project. A time series based wind power prediction model is introduced and the simulations are run for different case studies. The prediction model works based on the input from 1) nearby representative wind measuring station 2) Global average wind speed value from Meteorological Institute Uppsala University mesoscale model (MIUU) 3) Power curve of the wind turbine. The measured wind data is normalized to minimize the variation in the wind speed and multiplied with the MIUU to get a distributed wind speed. The distributed wind speed is then used to interpolate the wind power with the help of the power curve of the wind turbine. The interpolated wind power is then compared with the Actual Production Data (APD) to validate the prediction model. The simulation results show that the model works fairly predicting the Annual Energy Production (AEP) on monthly averages for all sites but the model could not follow the APD trend on all cases. The sensitivity analysis shows that the variation in production does not depend on ’the variation in roughness class’ nor ’the difference in distance between the measuring station and the wind farm’. The thesis has been concluded from the results that the model works fairly predicting the AEP for all cases within the variation bounds. The accuracy of the model has been validated only for monthly averages since the APD was available only on monthly averages. But the accuracy could be increased based on future work, to assess the Power law exponent (a) parameter for different terrain and validate the model for different time scales provided if the APD is available on different time scales.
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Chimanpure, Amit S. "A Generalized Elastohydrodynamic Lubrication Model for Two-Dimensional Contacts." The Ohio State University, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=osu1595503685282483.
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Rahman, Mohammed Magfurar. "MAPPING SURFACE SOIL MOISTURE AND ROUGHNESS BY RADAR REMOTE SENSING IN THE SEMI-ARID ENVIRONMENT." Diss., Tucson, Arizona : University of Arizona, 2005. http://etd.library.arizona.edu/etd/GetFileServlet?file=file:///data1/pdf/etd/azu%5Fetd%5F1193%5F1%5Fm.pdf&type=application/pdf.
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Smith, Levi Aaron. "System model of a UAV and sensor package for the measurement of sea ice freeboard, roughness, and topography." Connect to online resource, 2007. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1442936.
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Cioc, Carmen Ana Beatrice. "An Elastohydrodynamic Lubrication Model for Helicopter High-Speed Transmission Components." University of Toledo / OhioLINK, 2004. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1100618919.
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Sheikhtaheri, Mohamadjavad. "Experimental and Numerical Modeling Studies for Interpreting and Estimating the p–δ Behavior of Single Model Piles in Unsaturated Sands." Thèse, Université d'Ottawa / University of Ottawa, 2014. http://hdl.handle.net/10393/30712.
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The design of pile foundations in conventional geotechnical engineering practice is based on the soil mechanics principles for saturated soils. These approaches are also extended to pile foundations that are placed totally or partially above the ground water table (i.e., vadose zone), where the soil is typically in a state of unsaturated condition. Such approaches lead to unrealistic estimations of the load carrying capacity and the settlement behavior of pile foundations. Some studies were undertaken in recent years to understand the influence of the matric suction towards the bearing capacity of model pile foundations placed in unsaturated fine-grained and coarse-grained soils. The conventional and methods were modified to interpret the contribution of shaft carrying capacity of single piles in fine-grained soils (e.g., Vanapalli and Taylan 2011, Vanapalli and Taylan 2012). Also, the conventional method has been used to understand the contribution of matric suction towards the shaft resistance in unsaturated sands (Vanapalli et al. 2010).
One of the key objectives of the present research study is directed to determine the contribution of matric suction towards the bearing capacity and settlement behavior of model single pile foundations in unsaturated sands. A series of single model pile load tests were performed in a laboratory environment to study the contribution of the matric suction towards the total, shaft, and base bearing capacity of the model piles with three different diameters (i.e., 38.30, 31.75, and 19.25 mm) in two unsaturated sands (i.e., a clean commercial sand and a super fine sand). Hanging column method (i.e., plexi glass water container) was used to control the matric suction values in the compacted sands in the test tank by varying the water table. The results of the testing programs indicate the significant contribution of the matric suction towards the bearing capacity of single model piles (i.e., 2 to 2.5 times of base bearing capacity and 5 times of shaft bearing capacity under unsaturated conditions in comparison with saturated condition). The test results were interpreted successfully by modifying the conventional methods for estimating the pile shaft bearing capacity (i.e., β method) and base bearing capacity (i.e., Terzaghi 1943, Hansen 1970 and Janbu 1976). In addition, semi-empirical methods were proposed for predicting the bearing capacity of single model piles using the effective shear strength parameters (i.e., c' and ϕ') and the soil-water characteristic curve (SWCC). There is a good agreement between the measured and the predicted bearing capacity of single model piles using the semi-empirical models proposed in this study.
In addition, numerical investigations were undertaken using the commercial finite element analysis program SIGMA/W (Geostudio 2007) to simulate the load-displacement (i.e., p-δ) behavior of the single model piles for the two sands (i.e., clean commercial sand and super fine sand) under saturated and unsaturated conditions. An elastic-perfectly plastic Mohr-Coulomb model that takes into account the influence of the matric suction was used to simulate the load-displacement (i.e., p-δ) behavior. The numerical approach proposed in this thesis is simple and only requires the information of the effective shear strength parameters (i.e., c' and ϕ'), the elastic modulus (i.e., Esat) under saturated conditions, the soil-water characteristic curve (SWCC), and the distribution of the matric suction with respect to depth.
The approaches proposed in this thesis can be extended to determine the in-situ load carrying capacity of single piles and also simulate the load-displacement (i.e., p-δ) behavior. The studies presented in this thesis are promising and encouraging to study their validity in-situ conditions. Such studies will be valuable to implement the mechanics of unsaturated soils into geotechnical engineering practice.
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Ozturk, Sevki. "Distribution Of Bending Moments In Laterally Loaded Passive Pile Groups A Model Study." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12610378/index.pdf.
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In this study, bending moment distributions developed in laterally loaded passive pile and passive pile groups in cohesionless soil were investigated in laboratory conditions through model pile experiments. Different from the active pile loading, the lateral load was given directly to the piles using a movable large direct shear box. In these experiments strain gauges fastened to the piles and a computer based data reading system were used. The strain values were measured at five levels on the piles. The behavior of a single pile and a pile group having five piles were investigated through strain measurements in order to observe bending moment distribution on the piles.
After evaluating the test results, the behavior of passive single pile was found to be similar to the results obtained in early studies. Negative bending moments were observed at the specified depths above the shear plane and positive bending moments were measured at the level of the shear plane and below the shear plane. Maximum bending moments were obtained at 0.7L (L: Length of Pile) for single piles and piles in the group. Above the shear plane, maximum bending moments within the pile
group were found to be developed on the piles nearest to the loading. On the shear plane maximum bending moments were developed on the piles farthest from the loading just like active piles. Below the shear plane, maximum bending moments were developed mainly on the piles nearest to the loading.
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Bidoggia, Benoit. "Fuel cell and power converter systems : model and design." Thesis, Tours, 2009. http://www.theses.fr/2009TOUR4027/document.
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Les piles à combustible sont des dispositifs qui permettent de transformer directement l’énergie chimique potentielle d’un carburant en énergie électrique. Elle sont presque toujours couplées à un convertisseur de puissance et l’ensemble est ici appellé « système à pile à combustible ». Le comportement de ces systèmes, les interactions entre ses composants, ainsi que leurs réponses aux stimulations extérieures ont été analysés, étudiés et mesurés. A cet effet, un système à pile à combustible complet a été modélisé. Des critères de dimensionnement pour cas où ni la pile à combustible ni le convertisseur de puissance sont à priori connus ont été identifiés et un prototype a été dimensionné et réalisé. D’autres aspects corrélatifs intéressants ont également été développés et étudiés, comme le fonctionnement du convertisseur à la limite entre les modes de conduction continu et discontinu, ainsi que son contrôle à fréquence de commutation variable. Des résultats expérimentaux et de simulation pour le système et pour les différentes parties dont il est composé sont présentésFuel cells are devices in which a fuel’s chemical potential energy is directly converted into electrical energy. They are almost always coupled to a power converter and the ensemble is here called “fuel cell system.” The behaviour of such systems, the interactions between their components,and their responses to external stimulations have been analysed, studied and measured. For this purpose, a complete fuel cell system has been modelled. Sizing criteria for cases where neither the fuel cell nor the power converter are a priori known have been identified, and a prototype has been sized and built. Other interesting correlative aspects have also been developed and studied, like the operation of the power converter on the border between the discontinuousand continuous conduction modes, and its control with a variable switching frequency. Experimental and simulation results for the system and for the different parts that compose it are presented
Le celle a combustibile sono dei dispositivi in cui l’energia chimica potenziale di un combustibile è direttamente convertita in energia elettrica. Quasi sempre le celle a combustibile sono accoppiate a un convertitore di potenza e l’insieme è qui chiamato «sistema a celle a combustibile». Il comportamento di questi sistemi, le interazioni tra i diversi componenti, nonché le loro risposte a stimoli esterni sono stati analizzati, studiati e misurati.A tal fine, un sistema completo a celle a combustibile è stato modellizzato. Sono stati identificati dei criteri di dimensionamento per casi in cui né la cella a combustibile, né il convertitore sono noti a priori, e un prototipo è stato dimensionato e realizzato. Altri interessantiaspetti correlatisonostati sviluppatie studiati,comeil funzionamento del convertitore di potenza al limite fra modo di conduzione discontinuo e continuo, e il suo controllo a frequenza di commutazione variabile. Risultati sperimentali e di simulazione per il sistema e le diverse parti che lo compongono sono presentati
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Dermisis, Dimitrios Charalampos. "Developing an improved, shock-capturing watershed model for simulating spatially variable runoff and soil erosion processes at the hillslope scale." Diss., University of Iowa, 2012. https://ir.uiowa.edu/etd/5930.
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The overarching objective of this study was the development, validation and testing of an improved watershed modeling framework that accounts for the effects of spatial heterogeneity on overland flow and erosion processes and it is computationally sound for shallow, overland flows with shock waves. Most of the existing soil erosion models determine fluxes of water and sediment with the assumption of a homogeneous hill. In these models the physical and biogeochemical properties of the heterogeneous hill are spatially averaged, without considering roughness and longitudinal curvature effects as well as differences in the land use/land cover -LU/LC- and soil properties along the hill. This issue was addressed by improving the Water Erosion Prediction Project (WEPP-Original version 2010.1) soil erosion model at the hillslope scale to account for the physics in terms of spatial heterogeneity in flow using a well-established shock-capturing numerical scheme.
The improved WEPP model, referred to as "WEPP-Improved" model was (i) validated via detailed field experiments within an experimental plot and (ii) tested via generic simulations at the hillslope scale covering a variety of scenarios in terms of topography, LU/LC and soil type. Results showed that the WEPP-Improved model could effectively simulate the unsteadiness of the flow as well as the required time (lag) for the flow rate to reach equilibrium conditions. However, the model provided only a steady-state sediment transport rate and could capture only the equilibrium conditions. Further, the WEPP-Improved model reflected the effects of curvature, LU/LC and soil type on flow, as the model did not treat the hillslope as a homogeneous unit. Based on the generic simulations, landscape variability resulted to differences in the predicted peak runoff rate, Qpeak, between the WEPP-Improved vs. WEPP-Original models ranging ~ 3 - 62 % (avg. 19 %) due to curvature effects only, ~ 17 - 170 % (avg. ~ 66 %) due to added effects of LU/LC variability and ~ 5 % - 200 % (avg. ~ 52 %) due to added effects of soil type variability. The highest reported differences on the predicted Qpeak between the two models were attributed to the formation of the shock waves; these differences were dominant for the low in magnitude storm event and attenuated for the high event.
It is believed that if the physical processes are represented accurately at the hillslope scale using the suggested modeling framework, then by utilizing an appropriate routing scheme of the flow and sediment within the stream network, it will be possible to scale-up the flow/sediment routing from the hillslope to the watershed scale without losing the degree of heterogeneity encapsulated from different hillslopes within the drainage network.
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Green, Christopher K. "Development of Model for Solid Oxide Fuel Cell Compressive Seals." Diss., Georgia Institute of Technology, 2007. http://hdl.handle.net/1853/19696.
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Fuel cells represent a promising energy alternative to the traditional combustion of fossil fuels. In particular, solid oxide fuel cells (SOFCs) have been of interest due to their high energy densities and potential for stationary power applications. One of the key obstacles precluding the maturation and commercialization of planar SOFCs has been the absence of a robust sealant. A leakage computational model has been developed and refined in conjunction with leakage experiments and material characterization tests at Oak Ridge National Laboratory to predict leakage in a single interface metal-metal compressive seal assembly as well as multi-interface mica compressive seal assemblies. The composite model is applied as a predictive tool for assessing how certain parameters (i.e., temperature, applied compressive stress, surface finish, and elastic thermo physical properties) affect seal leakage rates.
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Varela, Valdez Alberto. "Mechanical behavior of rock joints : influence of joint roughness on its closure and shear behavior." Thesis, Bordeaux, 2015. http://www.theses.fr/2015BORD0184/document.
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Le comportement mécanique en cisaillement sous contrainte normale constante de joints rocheux est étudié en utilisant une approche numérique par éléments discrets (DEM Discrete Element Model). Les influences respectives de la rugosité des surfaces des joints, de l'élasticité des épontes, de la rupture des aspérités de surface et du niveau de contrainte de compression sur les comportements en fermeture et cisaillement des joints rocheux sont particulièrement analysées. Pour la première fois la rugosité des joints considérée comme auto-affine est utilisée avec DEM pour étudier le frottement des joints rocheux. Cette rugosité est décrite par l’intermédiaire de trois paramètres :exposant de rugosité auto-affine, longueur de corrélation auto-affine et variance des fluctuations de hauteur. Sur la base d’un algorithme fondé sur la méthode spectrale, huit surfaces auto-affines isotropes correspondant à différentes rugosités ont été générées. Ces surfaces numériques sont utilisées comme moules permettant de générer les surfaces composées d’éléments discrets utilisées dans la suite de l’étude. La modélisation par éléments discrets s’appuie sur une calibration des propriétés élastiques effectuée à partir d’un volume élémentaire représentatif suivie de l’implémentation d’un critère elliptique de contraintes de rupture (au niveau des lois d’union entre éléments) permettant de simuler les grandes lignes du comportement quasi-fragile d’un mortier(utilisé lors d’expérimentations antérieures). Sur cette base et une fois les surfaces rugueuses implémentées dans les modèles DEM, les essais de fermeture (test de compression) des huit joints sont effectués sous deux niveaux de contrainte de compression : 14 MPa et 21 MPa. Par la suite, les joints sont cisaillés selon deux directions perpendiculaires. Pour chaque direction de cisaillement et chaque niveau de contrainte de compression, les joints sont testés en utilisant trois modèles mécaniques différents : 1) modèle rigide dans lequel, à l’exception des surfaces de joint en contact,les épontes ne peuvent pas se déformer, 2) modèle élastique dans lequel les épontes peuvent se déformer dans leur volume et 3) modèle élastique-fracture dans lequel les épontes peuvent se déformer dans leur volume et les liens entre les particules peuvent rompre selon le critère elliptique de contrainte. L'utilisation de ces trois modèles mécaniques différents permet d'étudier de façon systématique l'influence de la rugosité seule (modèle rigide), l'influence de l'élasticité et de la rugosité (modèle élastique) et enfin, l'effet combiné de la rugosité, de l'élasticité et de la rupture(modèle élastique-fracture). L’étude des résultats obtenus lors des simulations DEM est accompagnée d’une analyse énergétique permettant d’estimer l’évolution de l’énergie élastique stockée dans le système, de l’énergie de friction, du travail associé à la dilatance du joint et de l’énergie dissipée au cours de l’essai de cisaillementThe shear behavior of rock joints under constant normal stress is studied using Discrete Element Method (DEM). The respective influences of joint surface roughness, elasticity of medium, fracture of surface asperities, and level of compression load on the closure and shear behaviors of rock joints are particularly analyzed. For the first time the roughness of the joints considered as self-affine is use dwith DEM to study the friction of rock joints, the roughness is described through three parameters:self-affine roughness exponent, self-affine correlation length and height variance. Using a numerical algorithm based on spectral method, eight isotropic self-affine surfaces corresponding to different roughness are generated. Latter, numerical surfaces are used as molds to generate the discrete elements surfaces. The discrete element modeling is premised on a preliminary calibration of the elastic properties performed on a representative elementary volume and on the implementation of the fracture properties (elliptic fracture criterion expressed in stress) describing with a reasonable accuracy the quasi-brittle fracture behavior of mortar (used in previous experimental tests). On this basis and once the roughness surfaces implemented in DEM, the simulations of the compression/closure test are performed on the eight joints and this for two compression stress levels: 14 MPa and 21 MPa. Then, the eight DEM joints are sheared along two perpendicular directions. For each shear direction and each level of compression stress, the joints are tested through three different mechanical models: 1) rigid model in which the medium cannot deform excepted at the contact surface of joints, 2) elastic model in which the medium can deform in its volume and 3) elastic-fracture model in which the medium can deform in its volume and the bondsbetween discrete elements can failed according to the elliptic fracture criterion. The use of these three mechanical models allows studying systematically the influence of the roughness alone (rigidmodel), the influence of elasticity and roughness (elastic model) and finally, the combined effect ofthe joint roughness, of the elasticity and of the fracture (elastic-fracture model). The study of the results obtained from the DEM simulations is followed by an energetic analysis allowing theestimation of the evolutions, as a function of the shear displacement, of the elastic energy stored inthe system, of the friction energy, of the work related to the joint dilatancy and of the energy dissipated by internal damping of the DEM
En esta tesis se estudia la fricción en juntas rocosas utilizando el Método de Elementos Discretos (DEM). En particular, se estudia la influencia de la rugosidad de las superficies de la junta, la elasticidad, la fractura, y el nivel de carga de compresión sobre el comportamiento de cierre y de cizalla de las juntas rocosas. Por primera vez la rugosidad de las juntas considerada como auto-afín esutilizada para estudiar la fricción de juntas rocosas, la rugosidad se describe mediante tres parámetros: el exponente de rugosidad, la longitud de correlación auto-afín y la varianza de alturas. Mediante un algoritmo de computadora basado en métodos espectrales, ocho superficies autoafines isotrópicas con diferente rugosidad fueron creadas. Posteriormente, las ocho superficies fueron utilizadas como moldes para generar las juntas utilizando elementos discretos. Antes de realizar las simulaciones de compresión y cizallaura, se calibraron las propiedades elásticas y defractura (criterio de fractura elíptico basado en esfuerzos) de las juntas numéricas a los datos experimentales (obtenidos previamente) de unas muestras de mortero mediante la utilización de un volumen elemental representativo (REV). Una vez que las propiedades mecánicas de las juntas se obtuvieron mediante la calibración del REV, se realizaron las pruebas de cierre (prueba de compresión) de las ocho juntas DEM. Se utilizaron dos niveles de esfuerzo de compresión para laspruebas de cierre: 14 MPa y 21 MPa. Después, las ocho juntas DEM fueron cizalladas en dos direcciones mutuamente perpendiculares. Para cada dirección de cizalla y cada nivel de esfuerzo decompresión (14 y 21 MPa), las juntas fueron cizalladas usando uno de los tres modelos mecánicos siguientes: 1) un modelo rígido, en el que las juntas no se pueden deformar, excepto en su superficie,2) un modelo puramente elástico, en el que las juntas se pueden deformar en todo su volumen y 3)un modelo elástico con fractura en el que las juntas se pueden deformar en su volumen y, si elesfuerzo sobre las uniones entre partículas excede cierto nivel de esfuerzo máximo, las uniones se rompen de una manera irreversible. El uso de estos tres modelos mecánicos nos permitirá estudiar de manera sistemática: la influencia de la rugosidad (modelo rígido), la influencia de la elasticidad y rugosidad (modelo puramente elástico) y, finalmente, el efecto combinado de la rugosidad de las juntas, la elasticidad y la fractura (modelo elástico con fractura). El estudio de los resultados obtenidos de las simulaciones DEM es seguido por una análisis energético el cual permite estudiar la evolución de los diferentes tipos de energía en función del desplazamiento de cizalla: energía elástica almacenada en el sistema, energía de fricción entre elementos discretos, el trabajo relacionado conla dilatación de la junta y la energía disipada por el amortiguamiento interno del DEM
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Ead, Richard M. "Predicting the effects of sea surface scatter on broad band pulse propagation with an ocean acoustic parabolic equation model." Thesis, Monterey, Calif. : Springfield, Va. : Naval Postgraduate School ; Available from National Technical Information Service, 2004. http://library.nps.navy.mil/uhtbin/hyperion/04Jun%5FEad.pdf.
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Tian, Zhaofeng, and rmit tian@gmail com. "Numerical Modelling of Turbulent Gas-Particle Flow and Its Applications." RMIT University. Aerospace, Mechanical and Manufacturing Engineering, 2007. http://adt.lib.rmit.edu.au/adt/public/adt-VIT20080528.150211.
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The aim of this thesis is three-fold: i) to investigate the performance of both the Eulerian-Lagrangian model and the Eulerian-Eulerian model to simulate the turbulent gas-particle flow; ii) to investigate the indoor airflows and contaminant particle flows using the Eulerian-Lagrangian model; iii) to develop and validate particle-wall collision models and a wall roughness model for the Eulerian-Lagrangian model and to utilize these models to investigate the effects of wall roughness on the particle flows. Firstly, the Eulerian-Lagrangian model in the software package FLUENT (FLUENT Inc.) and the Eulerian-Eulerian model in an in-house research code were employed to simulate the gas-particle flows. The validation against the measurement for two-phase flow over backward facing step and in a 90-degree bend revealed that both CFD approaches provide reasonably good prediction for both the gas and particle phases. Then, the Eulerian-Lagrangian model was employed to investigate the indoor airflows and contaminant particle concentration in two geometrically different rooms. For the first room configuration, the performances of three turbulence models for simulating indoor airflow were evaluated and validated against the measured air phase velocity data. All the three turbulence models provided good prediction of the air phase velocity, while the Large Eddy Simulation (LES) model base on the Renormalization Group theory (RNG) provided the best agreement with the measurements. As well, the RNG LES model is able to provide the instantaneous air velocity and turbulence that are required for the evaluation and design of the ventilation system. In the other two-zone ventilated room configuration, contaminant particle concentration decay within the room was simulated and validated against the experimental data using the RNG LES model together with the Lagrangian model. The numerical results revealed that the particle-wall coll ision model has a considerable effect on the particle concentration prediction in the room. This research culminates with the development and implementation of particle-wall collision models and a stochastic wall roughness model in the Eulerian-Lagrangian model. This Eulerian-Lagrangian model was therefore used to simulate the gas-particle flow over an in-line tube bank. The numerical predictions showed that the wall roughness has a considerable effect by altering the rebounding behaviours of the large particles and consequently affecting the particles motion downstream along the in-line tube bank and particle impact frequency on the tubes. Also, the results demonstrated that for the large particles the particle phase velocity fluctuations are not influenced by the gas-phase fluctuations, but are predominantly determined by the particle-wall collision. For small particles, the influence of particle-wall collisions on the particle fluctuations can be neglected. Then, the effects of wall roughness on the gas-particle flow in a two-dimensional 90-degree bend were investigated. It was found that the wa ll roughness considerably altered the rebounding behaviours of particles by significantly reducing the 'particle free zone' and smoothing the particle number density profiles. The particle mean velocities were reduced and the particle fluctuating velocities were increased when taking into consideration the wall roughness, since the wall roughness produced greater randomness in the particle rebound velocities and trajectories.
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Dupont, Céline. "A model surface approach to CO oxidation aiming at the purification of H2 combustible : the Pt3Sn(111) surface investigated by HREELS, PM-IRRAS and DFT." Lyon, École normale supérieure (sciences), 2008. http://www.theses.fr/2008ENSL0464.
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Les piles à combustibles représentent une alternative prometteuse au pétrole. L'énergie y est produite par oxydation de l'hydrogène, usuellement sur un catalyseur de platine. Cependant la grande affinité entre monoxyde de carbone (polluant de H2) et le platine conduit à l'empoisement du catalyseur. Une solution proposée est l'utilisation de catalyseurs bimétalliques permettant l'oxydation sélective de CO en présence d'un excès d'H2 (PROX). Nous étudions ici les deux terminaisons connues de l'alliage Pt3Sn(111). Les sites préférentiels et les propriétés vibrationnelles de CO, o, o2 et CO+CO2 sont tout d'abord considéré par une double approche théorique (DFT) et expérimentale (HREEELS, PM-IRRAS). La réactivité est ensuite envisagée : dans un premier temps, les actes élémentaires de l'oxydation de CO sont étudiées par DFT et spectrométrie de masse. Finalement une étude préliminaire du PROX est réalisée pour expliquer la plus grande efficacité de Pt3Sn(111) par rapport à Pt(111)An interesting solution to produce clean energy ist the use of fuel cells, in which hydrogen is oxidized on a platinium catlyst. However, H2 is usually polluted by carbon monoxide, a catalyst poison, due ton the strong CO/Pt affinity. In order to achieve the Preferential Oxydation of CO in presence of a large excess of H2 (PROX), bimetallic alloys are a promising solution. In this work, the adsorption and vibrational properties of the intermediate involved in CO oxidation are addressed on both terminations of the Pt3Sn(111) alloy. First preferential sites antd relative stabilities of CO, O, O2 and CO + O2 adsorbates are investigated from a combined experimental (HREELS, PM-IRRAS) and theorical (DFT) study. Then, the elementary acts of CO oxidation are explored by DFT and mass spectrometry. Last the PROX mechanism is considered theoretically and preliminary experimental results are presented, leading ton an explanation of the higher efficiency of Pt3Sn(111) compared to Pt(111)
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Bhardwaj, Kanwar S. "Examination of Sensitivity of Land Use Parameters and Population on the Performance of the AERMOD Model for an Urban Area." University of Toledo / OhioLINK, 2005. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1134085634.
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Reeb, Alexander Brenton. "Response of Pile-Supported T-Walls to Fill Loading and Flood Loading Based on Physical Model Studies and Numerical Analyses." Diss., Virginia Tech, 2016. http://hdl.handle.net/10919/64498.
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Pile-supported T-walls, which are concrete floodwalls that are shaped like an inverted "T" and supported by batter piles, are commonly used by the United States Army Corps of Engineers (USACE) to protect low-lying portions of New Orleans and other areas. The design of a T-wall in southern Louisiana is complex, as the structure needs to resist both 1) large settlements caused by fill placed beneath and beside the T-wall before T-wall construction or by fill placed beside the T-wall after T-wall construction, and 2) large lateral flood loads that are imposed during a hurricane. As a result of these loading conditions, large bending moments can develop in the batter piles and these moments need to be accounted for as part of the T wall design.
The goal of this research is to develop a more complete understanding of the pile bending moments in T wall systems, specifically for cross sections where large settlements may occur. As a first step towards this goal, Rensselaer Polytechnic Institute (RPI) performed a series of eight centrifuge tests to investigate and physically model the effects of settlement-induced bending moments on pile-supported T-walls. The centrifuge tests were evaluated and interpreted, and in order to better capture uncertainty, upper and lower bounds were estimated for the interpreted data. The centrifuge results offered some valuable insights on their own, but were ultimately used as the basis for validating and calibrating corresponding numerical models.
The numerical models were developed following a rigorous modeling approach and using rational and reasonable assumptions based on widely-accepted and well-justified procedures. The numerical model results were in good agreement with the centrifuge results without the need for significant calibration or modifications. This good agreement indicates that similar numerical models can be developed to reliably analyze actual T-wall cross sections.
Detailed recommendations were developed for using numerical models to analyze pile-supported T walls, and an example problem is presented herein that illustrates the application of this approach. These same techniques were then used to perform a parametric study to analyze the combined and separate effects of flood loading for a wide range of different T-wall cross sections. The range was selected in collaboration with the USACE in order to reasonably cover cross sections and conditions that 1) are typically encountered in practice, and 2) were expected to generate both upper and lower bound pile bending moments. In total, 3,648 cross sections were analyzed, and 29,184 sets of analysis results were generated since each cross section was analyzed for eight different loading conditions. Summary results are provided to show the influence of the loading conditions and parameters on T-wall response, including the influence of flood loading, new fill symmetry, pile fixity, number of piles, subsurface profile, pile batter, pile type, levee slope, T-wall elevation, and the presence of existing levee fill. In addition, the key results for all of the analyses are provided in the appendices and in an electronic database.
Based on the parametric study results, a simplified analysis procedure was developed that can be used to calculated maximum pile bending moments for T walls installed directly on foundation soils due to settlements. In this procedure, the loads from new fill placed during or after T-wall construction are distributed onto the pile, and the pile response is analyzed using traditional p-y curves and a beam on elastic foundation formulation. This procedure shows good agreement with the numerical model results for a range of conditions. To demonstrate the application of the procedure, the same example problem that is analyzed numerically is reanalyzed using the simplified analysis procedure. Due to the complexity of the problem, it was not possible to modify this procedure or develop a similar procedure for T-walls installed on top of new or existing levees.
Overall, this research demonstrates that numerical models can be used to calculate the bending moments that can develop in pile-supported T-walls due to settlements and flood loading, provides valuable insights into the behavior of T-walls and the influence of various parameters on T-wall response, presents a large database of T-wall analysis results, and recommends a simplified analysis procedure that can be used in some cases to calculate pile bending moments due to settlements.Ph. D.
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Desilets-Aube, Raphael. "Developing boundary conditions usingthe nesting technique on simple terrain : A study of wind and turbulence intensity proles sensitivity." Thesis, Högskolan på Gotland, Institutionen för kultur, energi och miljö, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:uu:diva-217092.
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As wind industry is developing steadily oshore, the wind turbine spacing remainsa key element for maximizing revenues and reducing loading from turbineswake interaction. In the case of relatively close to shore oshore wind farms, orlarge arrays onshore, the turbulence intensity coming from dierent sectors canhave an eect on wake growth and decay. In an attempt to obtain wind featuresat site, some boundary conditions for micro-siting simulation are found, using acommercial RANS ow solver CFD software was used. The approach in this workcould be described more practical than theoretical and could be more useful fordevelopers than pure CFD specialists.By simulating with three dierent roughness length for open sea, with theappropriate and contextual assumptions, for the oshore Lillgrund wind farm,vertical proles and turbulence intensity were extracted from the WindSim softwareat the meteorological mast position and enabled measurement comparison.In a second attempt to compare the eect of the wind and turbulence prolespreviously obtained, a sector of interest is simulated with the actuator disc model.In general, the site conditions over the large-scale domain evaluated by thecommercial software are satisfactory after adjusting the roughness length for theopen sea. The turbulence intensity trend for various in ow angle is capturedby the simulations and computed wind proles are for the most part adequately.A comparison of spring and winter ltered measurements enable discussion uponsome sectors disagreement. As for the small-scale actuator disc model using thedeveloped site conditions, the result is over-estimated by the simulations, especiallyfor the second row downstream.
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Camões, Lourenço João. "Numerical Modelling of Non-Displacement Piles in Sand : The importance of the dilatancy in the resistance mobilization." Thesis, université Paris-Saclay, 2020. http://www.theses.fr/2020UPASC033.
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Cette thèse se concentre sur la réponse des pieux installés dans le sable lorsqu'ils sont soumis à des actions verticales et en particulier concernant la pertinence du comportement volumétrique du sol sur cette réponse. À l'interface sol-pile, lorsque le sol est déformé par cisaillement, des déformations volumétriques (généralement dilatation) se produisent, ce qui provoque une importante variation de l'état de contrainte. Cela se fait à l'aide de modèles numériques par éléments finis en adoptant le modèle élastoplastique ECP, une loi constitutive réaliste pour décrire le comportement du sol dans le massif et celui se trouvant dans la zone où les déformations se localizent à l'interface sol-pieu. Ce modèle, formulé en contraintes effectives, est un modèle multiméchanismes qui tient compte des facteurs importants qui influencent le comportement du sol, comme l'élasticité non linéaire, la plasticité incrémentale ou la description de l'état critique. D'autres aspects importants, comme la distinction entre comportement dilatant et contractant, la définition de lois de flux ou distinction entre des différents états de compacité peuvent être considérés via les paramètres du modèle. Ce n'est qu'avec un modèle rhéologique avancé, capable de capturer le comportement réel du sol, qu'il sera possible de modéliser l'interaction sol-pieuThis thesis' focus is the response of non-displacement piles installed in sand when subjected to axial load, specifically in the relevance of soil's volumetric behavior on this response. At the soil-pile interface, when the soil is distorted by shear volumetric deformations (usually dilatation) occur, which causes a significant variation in the stress state. That is done with the support of finite element numerical models by adopting the elastoplastic ECP model, a realistic constitutive law for the soil and the soil-pile interface. This model, written in terms of effective stresses, is a multimechanisms model that takes into account important factors that influence soil behaviour, such as non-linear elasticity, incremental plasticity or the critical state definition. Other important aspects, such as the distinction between dilating or contractive behaviour, flow rule or density index, can be considered via the model parameters. Only with an advanced soil model, that captures the real behaviour of the soil, it is possible to model the involved phenomena
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Yee, Irene. "Powder Bed Surface Quality and Particle Size Distribution for Metal Additive Manufacturing and Comparison with Discrete Element Model." DigitalCommons@CalPoly, 2018. https://digitalcommons.calpoly.edu/theses/1888.
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Metal additive manufacturing (AM) can produce complex parts that were once considered impossible or too costly to fabricate using conventional machining techniques, making AM machines an exceptional tool for rapid prototyping, one-off parts, and labor-intensive geometries. Due to the growing popularity of this technology, especially in the defense and medical industries, more researchers are looking into the physics and mechanics behind the AM process. Many factors and parameters contribute to the overall quality of a part, one of them being the powder bed itself. So far, little investigation has been dedicated to the behavior of the powder in the powder bed during the lasering process. A powder spreading machine that simulates the powder bed fusion process without the laser was designed by Lawrence Livermore National Laboratory and was built as a platform to observe powder characteristics. The focus for this project was surface roughness and particle size distribution (PSD), and how dose rate and coating speed affect the results. Images of the 316L stainless steel powder on the spreading device at multiple layers were taken and processed and analyzed in MATLAB to access surface quality of each region. Powder from nine regions of the build plate were also sampled and counted to determine regional particle size distribution. As a comparison, a simulation was developed to mimic the adhesive behavior of the powder, and to observe how powder distributes powder when spread.
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Passini, Larissa de Brum. "Instalação e capacidade de carga axial de estacas modelo fluidizadas em solos arenosos." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2015. http://hdl.handle.net/10183/131011.
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O objetivo desta tese foi verificar a viabilidade de utilização de jatos de água verticais circulares, únicos e contínuos, provenientes da ponteira de uma estaca torpedo, para auxiliar sua instalação por peso próprio no leito marinho, através da fluidização do solo. Foram realizados ensaios de laboratório, em modelo reduzido, utilizando hastes para simular estacas torpedo (sem aletas) seguindo a lei de semelhança pelo número de Froude. Os ensaios de instalação por peso próprio, com e sem fluidização, ocorreram sem altura de queda, com a estaca modelo em contato com a superfície do leito. Trabalhou-se com três diâmetros de estacas, seis massas, quatros vazões e areia fina saturada compactada em duas densidades relativas iniciais (média e densa). Os ensaios de arrancamento, em leito arenoso fluidizado e não fluidizado, foram realizados imediatamente, 4, 24 e 48 horas após a instalação dos modelos. A metodologia de instalação proposta mostrou-se viável, quando o jateamento é aplicado desde a superfície em solo arenoso. As profundidades instaladas atingidas por fluidização (L/de > 50) foram consideravelmente superiores às profundidades cravadas por apenas peso próprio (L/de < 5). A geometria da zona perturbada durante a instalação por fluidização dos modelos, permaneceu constante e paralela ao fuste, com geometria de aproximadamente 2de em relação ao modelo, independentemente da vazão aplicada e da densidade relativa inicial do solo. A partir das leis de análise dimensional, uma expressão para a profundidade instalada das estacas modelo foi proposta, mostrando que a mesma é função do peso e da geometria do modelo, das propriedades físicas do solo e do fluido, e de sua vazão. Quanto maior a massa do modelo e a vazão aplicada e menor a densidade relativa, maior a profundidade atingida e maior a velocidade inicial de instalação. Constatou-se que a capacidade de carga axial dos modelos depende da densidade relativa, do diâmetro do modelo e do método de instalação (com e sem fluidização). Independentemente da densidade relativa inicial, o solo fluidizado convergiu para a mesma densidade relativa final, próxima as suas condições no estado crítico. As estacas em solo fluidizado apresentaram ganho resistência com o tempo (efeito de setup), com capacidade de carga inferior às estacas cravadas em solo não fluidizado.The aim of this thesis was to investigate the feasibility of using circular vertical water jets, single and continuous, from the tip of a torpedo pile, to assist its installation by own weight on the seabed, through soil fluidization. Laboratory model tests were carried out, using tubes to simulate torpedo piles (without wings) following the law of similarity defined by the Froude number. The installation tests by the pile own weight, with and without fluidization, occurred without drop height, with the piles in contact with the surface of the bed. Three diameters of model piles and six masses, four flow rates and saturated sand at two initial relative densities (medium and dense) have been used in this set of experiments. Pullout tests in fluidized and nonfluidized soils were performed immediately, 4, 24 and 48 hours after the installation of the models. The proposed installation methodology proved to be feasible when the fluidization is applied from the surface in sandy soils. The installation depths achieved by fluidization (L/de > 50) were significantly higher than the depths reached by pile own weight (L/de < 5). The geometry of the perturbed zone during model installation by fluidization remained constant and parallel to the shaft in a geometry of about 2de of the pile model, regardless of the applied flow rate and the initial relative density of the soil. Following the laws of dimensional analysis, an expression for the embedment of fluidized piles is derived, showing that the penetration depth is a function of pile weight and geometry, fluidized water jet flow rate and velocity, as well as the soil and fluid properties. Increasing the model mass and fluidized flow rate and decreasing the relative density leads to an increase in the depth reached and the initial speed of installation. The axial load capacity of the models depends on the soil relative density, piles diameter and installation method (with and without fluidization). Regardless the initial relative density, the fluidized soil converged to the same final relative density, near its conditions of critical state. Piles installed in fluidized soil presented gain of axial capacity over time (setup effect) with lower resistance than piles driven in nonfluidized soil.
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Li, Peng. "A vehicle-based laser system for generating high-resolution digital elevation models." Diss., Manhattan, Kan. : Kansas State University, 2010. http://hdl.handle.net/2097/3890.
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CHAUDHARY, ANKUSH. "EFFECT OF SKIN RESISTANCE AND ENLARGED BASE ON PULL OUT CAPACITY OF MODELED PILES." Thesis, 2016. http://dspace.dtu.ac.in:8080/jspui/handle/repository/14851.
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Piles supporting high structures, such as tall chimneys, transmission towers, water towers, tents, electric poles, silos are required to resist uplift force due to wind. So piles are designed to resist this tensile uplift force. Resistance to uplift is given by the friction between the pile and the surrounding soil plus weight of pile itself. The uplift resistance of vertical pile can be computed similar to friction piles. Uplift piles are invariably provided with an enlarged area at the base in the form of a bell or a bulb. Piles develop resistance to pull-out only from the skin friction developed along the embedment length. Point bearing is not included, but weight of the pile is included in uplift capacity.
An experimental and theoretical analysis is carried out to predict the ultimate uplift capacity of piles embedded in sand. The method takes into consideration the length, diameter, surface characteristics of piles and soil properties. Charts for evaluating uplift capacity of piles are presented through figures. Experimental and theoretical results of model tests of modeled piles buried in sand are described. Comparison tests were done to determine the influence of factors on uplift capacity such as size of pile (diameter), embedment depth, roughness and enlarged base of modeled piles. Pile uplift capacity not only depends on denseness of sand it also depends on method of installation, depth of embedment, size of pile, material of pile. As pile uplift capacity is sum of frictional resistance and weight of pile, frictional resistance attains a constant value beyond critical depth.
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Yu, Bai-Hong, and 余柏宏. "Integrity Testing of Individual Model Piles." Thesis, 2006. http://ndltd.ncl.edu.tw/handle/74441103060548208956.
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碩士朝陽科技大學
營建工程系碩士班
94
Using non-destructive testing （NDT） methods to evaluate the integrity and quality of newly-built piles is a mature technique and is adopted as a standard procedure by many countries. However, many difficulties have been encountered in applying these kind of techniques into evaluating the integrity of existing piles. The dominant factors include the effects of pile caps, pile group and superstructures. However, the NDT techniques such as the Sonic Echo, Impulse Response, Ultra Seismic and the Parallel Seismic methods have the advantages of being convenient, economical, and efficient. They can be used as the front line testing means once the related researches are matured. The main objective of this research is to investigate the feasibility of applying non-destructive testing techniques in evaluating the integrity of piles. Model piles with artificial detects were constructed and tested with impact hammer of various sizes and different tip materials. The ability of NDT technigues such as Sonic Echo, Impulse Response, Ultra Seismic, and Parallel Seismic methods in detecting these defects were compared in this thesis.
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Hong, Sheng-Jhong, and 洪勝忠. "Integrity Testing of Model Piles with Pile Cap." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/83126524854761132090.
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碩士朝陽科技大學
營建工程系碩士班
101
The non-destructive testing (NDT) methods have been successfully applied to the integrity testing for newly-built pile. But experience with integrity testing of piles with pile cap is still lacking. The main reason is the effect of pile cap. The existing piles are often presented in the form of group pile with pile cap, thus making the testing signal very complex, and causing difficulties for integrity testing. In this study, sonic echo (SE) method, impulse response (IR) method and ultra-seismic (US) method were used for integrity testing of model piles with pile cap. The model piles contain defects of various size, location, and type. The objective of this study is to investigate the feasibility of these three NDT methods in detecting the defects in the model piles. Results of these tests indicate that: even with the influence of the pile cap, SE method and IR method can still distinguish between intact pile and piles with major defects, but error in pile length are greater than piles without pile cap. Furthermore, the signal is more difficult to interpret. If the receiver is placed properly, the US method can clearly determine the intact pile and broken pile.
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Nguyen, Tuong Quy. "A three dimensional model for vertical piles in sand." Thesis, 1991. http://spectrum.library.concordia.ca/4739/1/NN64756.pdf.
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