Gotowe bibliografie tematyczne / GRANULAR PILES

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Gotowa bibliografia na temat „GRANULAR PILES”

Autor: Grafiati
Data publikacji: 11 września 2023

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Artykuły w czasopismach na temat "GRANULAR PILES"

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Krishna, A. Murali. "Mitigation of Liquefaction Hazard Using Granular Piles". International Journal of Geotechnical Earthquake Engineering 2, nr 1 (styczeń 2011): 44–66. http://dx.doi.org/10.4018/jgee.2011010104.

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In this paper, ground improvement techniques are used to mitigate liquefaction hazards. Granular piles are the preferred alternative due to several advantages. Granular piles improve the ground by reinforcing and adding density to the surrounding soil apart from providing drainage. Different mechanisms operate in the function of stone columns/granular piles in liquefaction mitigation, including Drainage, Storage, Dilation, Densification, and Reinforcement. This paper presents an overview of the use of granular piles as a liquefaction remedial measure for sand deposits. A brief description on liquefaction and the associated features is presented. A short discussion on various ground improvement methods available for liquefaction mitigation is discussed in light of the importance of granular piles. Different installation methods and design concepts for granular piles are presented. Various mechanisms of granular piles in mitigating the liquefaction potential of loose sand deposits are discussed and quantified in detail proving their effectiveness in hazard mitigation.
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Fioravante, Vincenzo, i Daniela Giretti. "Contact versus noncontact piled raft foundations". Canadian Geotechnical Journal 47, nr 11 (listopad 2010): 1271–87. http://dx.doi.org/10.1139/t10-021.

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In the last few decades there has been a rapid increase in the number of piled foundations where the piles have been employed as settlement reducers; in some recent projects, the piles have been separated from the raft by a granular layer, which creates a more uniform pressure distribution on the raft bottom and reduces constraint reactions in the soil, foundation, and superstructure. A series of centrifuge model tests has been performed to investigate the load transfer mechanisms between a square rigid raft and a group of instrumented piles jacked in dry dense sand, in direct contact with the raft or separated from the raft by an interposed granular layer. The test results have shown that contact piles act as settlement reducers by diffusing the load applied to their heads to greater and deeper volumes of soil. The insertion of a deformable layer between a raft and pile heads does not ensure displacement compatibility, and the pressure diffused by the granular fill acts partly on the pile heads and partly produces shallow soil settlements, which mobilize negative skin friction on the upper part of the pile shaft. Noncontact piles act mainly as soil reinforcement.
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Melese, Fekadu. "Improved Performance of Raft Foundation Using Detached Pile Columns in Loose Subsoil Conditions". Advances in Civil Engineering 2022 (8.03.2022): 1–18. http://dx.doi.org/10.1155/2022/4002545.

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Piles act as settlement reducers in case of connected piled-raft foundation and hence decrease the settlements of the raft. The design concept of the connected piled-raft foundations is to lessen the number of piles and utilize the bearing capacity of the system piled raft. Due to significant straining actions at the pile head-raft connection, an alternative technique is proposed to disconnect the piles from the raft. A granular layer (cushion) beneath the raft is incorporated. The disconnection has a beneficial effect on reducing axial load compared to connected piles. For small piled rafts, nonconnected piled rafts show less stiffness than connected piled rafts, and the soil is highly stressed and shows greater raft settlement. In the case of the large piled raft, nonconnected piled rafts show greater settlement efficiency. Cushion stiffness was realized to be more substantial for a nonconnected piled raft with shorter piles than one with longer piles. The results show that the load transfer mechanism in a nonconnected piled raft is mainly governed by the thickness and stiffness of the cushion layer and by the stiffness of the subsoil.
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Soares, Wilson Cartaxo, Roberto Quental Coutinho i Renato Pinto da Cunha. "Piled raft with hollow auger piles founded in a Brazilian granular deposit". Canadian Geotechnical Journal 52, nr 8 (sierpień 2015): 1005–22. http://dx.doi.org/10.1139/cgj-2014-0087.

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Geotechnical projects typically achieve load transfer to the ground using shallow or deep foundations. The conventional design approach does not provide for the combination of these two types of foundation. The piled raft philosophy allows the association of the soil elements, raft, and piles to obtain technical and economic advantages over conventional design. The city of João Pessoa, in northeastern Brazil, has developed foundation practices with hollow auger piles in piled raft design. The coastal area of the city has topsoil layers with favorable conditions for using such a technique. This paper addresses the results of a research project with instrumented load tests on foundation systems of hollow auger piles and a piled raft. The analysis is based on the load–settlement curve through extrapolation criteria. The Poulos–Davis–Randolph (PDR) method is applied according to a trilinear and hyperbolic approach to simulate the load–settlement curve of piled rafts. The results indicate that the raft absorbs most of the load, and the raft–soil contact significantly increases the load capacity of the foundation. The PDR hyperbolic method could apply to practical use in the foundations of the region, as it allows a more detailed assessment of the behavior of the foundation and can forecast the behavior of the (locally nontraditional) piled raft foundation system.
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Khalil, Ayat I., Mahmood R. Mahmood i Husam H. Baker. "Improvement Separation Layer of Disconnected Piled Raft Foundations using Geogrid and Geocell Layers". E3S Web of Conferences 318 (2021): 01017. http://dx.doi.org/10.1051/e3sconf/202131801017.

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To control the problems of high stresses and applied moments in the piled raft foundations disconnected piled were used and the piles considered as reinforcement to the soil rather than as structural members, the gap (separation layer) between the piles and the raft can be filled with stabilized granular material which distributes the stresses below the raft and decreases the concentration stresses at the pile heads. Fifteen model tests were performed using three precast concrete pile models embedded within soft clayey soil of undrained shear strength 30kPa. Flexi-Force sensors were used fixed on piles head and the surrounding soil to measure the sharing load transmitted to piles and the surrounding soil. Geogrid and geocell materials were used in different depths and in multilayers to reinforce the separation layer and increase its stiffness. The results show that when reinforcing the separation layer with geogrid at different depths, an increase in depth over the top of the piles reduced the bearing pressure. When used, geocell reinforcement significantly increases in load carrying capacity, and a significant reduction in footing settlement occurs.
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Gupta, Himanshu. "Numerical Simulation of Stiffened Granular Pile". International Journal for Research in Applied Science and Engineering Technology 10, nr 10 (31.10.2022): 1132–36. http://dx.doi.org/10.22214/ijraset.2022.47147.

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Abstract: Granular piles are suitable for increasing soft clay's strength and consolidation properties. Stone columns offer a practical, affordable solution for enhancing the earth and are crucial for stabilizing the soil. In order to carry higher shear stresses and prevent settlement, stone columns behaved as stiff elements, which enhanced the deformability and strength characteristics of the soft type of soil. The usage of granular piles has been shown to improve slope stability, increase bearing capacity, decrease differential and total settlements, decrease sand liquefaction, and lengthen settlement times. The present study studied the effect of stiffening on the granular pile using PLAXIS 2D. Mohr-Coulomb failure criterion was considered for the stone column, expansive soil, and granular material used for stiffening. The present study results are validated with the experimental results and are in good agreement. Numerical results show that stiffening in granular piles increases the load settlement response and stress transformation to a depth of granular pile and reduces the bulging
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Lee, Su-Hyung, i Choong-Ki Chung. "An experimental study of the interaction of vertically loaded pile groups in sand". Canadian Geotechnical Journal 42, nr 5 (1.10.2005): 1485–93. http://dx.doi.org/10.1139/t05-068.

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The interactions among closely located piles and a cap in a pile group are complex. The current design practice for vertically loaded pile groups roughly estimates their overall behavior and generally yields conservative estimations of the group capacity. For a proper pile group design, factors such as the interaction among piles, the interaction between cap and piles, and the influence of pile installation method all need to be considered. This paper presents the results of the model test, which can be used to better understand the interactions of vertically loaded pile groups in granular soil. Load tests were carried out on the following: an isolated single pile, single-loaded center piles in groups, a footing without any piling, free standing pile groups, and piled footings. The influences of pile driving and the interactions among bearing components on load–settlement and load transfer characteristics of piles and on the bearing behavior of a cap in a group are investigated separately by comparing their respective test results. The favorable interaction effects that increase pile capacities are identified.Key words: pile group, pile installation, interaction, model test, free standing, piled footing.
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Zhu, Xiao-jun, Kang Fei i Sheng-wei Wang. "Horizontal Loading Tests on Disconnected Piled Rafts and a Simplified Method to Evaluate the Horizontal Bearing Capacity". Advances in Civil Engineering 2018 (16.09.2018): 1–12. http://dx.doi.org/10.1155/2018/3956509.

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Disconnected piled raft (DPR) foundations have been widely adopted as an effective foundation system where the piles are separated from the raft by a granular layer, which can limit the shear forces and moments transmitted between the raft and the piles. Thus, DPR foundations may avoid the problem of horizontal forces, such as those from an earthquake or dynamic loads, which damage the structural connection between the pile head and raft. A series of static horizontal loading tests were carried out on three types of foundation models, i.e., piled raft, disconnected piled raft, and raft alone models, on fine sand using a geotechnical model in a 1 g field. In this paper, the influences of vertical loading and interposed layer thickness were presented and discussed. The results showed that most of the horizontal force was carried by raft/interposed layer friction in the DPR foundation type, and the shear force and moment of the piles were greatly reduced due to the gap between the raft and the heads of the piles. The tested foundations were simulated using a simplified method with theoretical equations derived by making several approximations and assumptions. The simulated results agreed well with the test results.
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Alnmr, Ammar, Richard Paul Ray i Rashad Alsirawan. "A State-of-the-Art Review and Numerical Study of Reinforced Expansive Soil with Granular Anchor Piles and Helical Piles". Sustainability 15, nr 3 (3.02.2023): 2802. http://dx.doi.org/10.3390/su15032802.

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Expansive soils exist in many countries worldwide, and their characteristics make them exceedingly difficult to engineer. Due to its significant swelling and shrinkage characteristics, expansive soil defies many of the stabilization solutions available to engineers. Differential heave or settlement occurs when expansive soil swells or shrinks, causing severe damage to foundations, buildings, roadways, and retaining structures. In such soils, it is necessary to construct a foundation that avoids the adverse effects of settlement. As a result, building the structure’s foundations on expansive soil necessitates special consideration. Helical piles provide resistance to uplift in light structures. However, they may not fully stabilize foundations in expansive soils. A granular anchor pile is another anchor technique that may provide the necessary resistance to uplift in expansive soils using simpler methods. This review and numerical study investigate the fundamental foundation treatments for expansive soils and the behavior of granular anchors and helical piles. Results indicate that granular anchor piles performed better than helical piles for uplift and settlement performance. For heave performance, the granular anchor and helical piles perform nearly identically. Both achieve heave reductions greater than 90% when L/H > 1.5 and D = 0.6 m.
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Alnmr, Ammar, Richard Paul Ray i Rashad Alsirawan. "Comparative Analysis of Helical Piles and Granular Anchor Piles for Foundation Stabilization in Expansive Soil: A 3D Numerical Study". Sustainability 15, nr 15 (3.08.2023): 11975. http://dx.doi.org/10.3390/su151511975.

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This study investigates the performance of granular anchor piles and helical piles in expansive soils. Expansive soils pose challenges for engineering due to their significant swelling and shrinkage characteristics. Special considerations are required for constructing foundations on expansive soil to mitigate volumetric changes. While helical piles provide uplift resistance in light structures, they may not fully stabilize foundations in expansive soils. In contrast, granular anchor piles offer a simpler alternative for resisting uplift forces. A numerical study was conducted to analyze the pullout loads, compressive loads, and heave behavior of these anchor techniques. The results demonstrate that granular anchor piles outperform helical piles in terms of pullout and compressive performance, with improvements ranging from 17% to 22.5% in pullout capacity and 0.5% to 19% in compressive capacity, depending on specific pile lengths and diameters examined. However, both techniques show similar effectiveness in reducing heave, achieving reductions of over 90% when specific conditions are met. Additionally, the use of high-rise cap piles contributes to significant heave reduction, effectively minimizing heave to nearly negligible levels compared to low-rise cap piles. It is found that the relative density of the granular material has a more pronounced effect on the pullout load compared to the compressive load, and its impact varies depending on the length of the pile. Therefore, it is recommended to avoid high relative density when the pile is entirely within the expansive soil while utilizing higher relative density is beneficial when the pile penetrates and settles in the stable zone.
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Rozprawy doktorskie na temat "GRANULAR PILES"

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Ai, Jun. "Particle scale and bulk scale investigation of granular piles and silos". Thesis, University of Edinburgh, 2010. http://hdl.handle.net/1842/4616.

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Granular materials are in abundance both in nature and in industry. They are of considerable interest to both the engineering and physics communities, due to their practical importance and many unsolved scientific challenges. This thesis is concerned with the “pressure dip” phenomenon underneath a granular pile (commonly known as the “sandpile problem”) which has attracted great attention in the past few decades. Underneath a sandpile that is formed by funnel feeding, a significant minimum (dip) in the vertical base pressure is often found below the apex where a maximum pressure is intuitively expected. Despite a large amount of work undertaken, a comprehensive understanding of this phenomenon remains elusive. This thesis presents an extensive study investigating the underlying mechanism of this phenomenon and also its implications on pressures in silos. The study started with a laboratory test programme of conical mini iron pellet piles. The results confirmed that the pressure dip is a robust phenomenon. It was shown that, under certain deposition radius with uniform deposition across the deposition area, a dip emerges firstly in a ring shape when the radius of the formed pile is small and comparable to the deposition radius. With the increase of the pile radius upon further deposition, the dip ring gradually evolves to a central dip as the pressure at outer radius eventually overtakes that in the centre. The magnitude of the dip was found to be significantly affected by the deposition rate but almost unaffected by the deposition height.
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BARTON, JOHN M. H. "EFFECT OF MEDIA GRAIN SHAPE ON PHYSICAL CAPTURE OF PARTICLES IN A FILTER BED". University of Cincinnati / OhioLINK, 2004. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1092931427.

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Williams, Shon Gwyn Owen. "The behaviour of an anchored sheet pile wall in granular soil". Thesis, Heriot-Watt University, 1989. http://hdl.handle.net/10399/907.

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Cameron, Donald Anthony. "Analysis Of Buried Flexible Pipes In Granular Backfill Subjected To Construction Traffic". Thesis, The University of Sydney, 2005. http://hdl.handle.net/2123/680.

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This thesis explores the design of flexible pipes, buried in shallow trenches with dry sand backfill. The thesis reports the comprehensive analysis of twenty-two full-scale load tests conducted between 1989 and 1991 on pipe installations, mainly within a laboratory facility, at the University of South Australia. The pipes were highly flexible, spirally-wound, uPVC pipes, ranging in diameter from 300 to 450 mm. Guidelines were required by industry for safe cover heights for these pipes when subjected to construction traffic. The tests were designed by, and conducted under the supervision of, the author, prior to the author undertaking this thesis. As current design approaches for pipes could not anticipate the large loading settlements and hence, soil plasticity, experienced in these tests, finite element analyses were attempted. Extensive investigations of the materials in the installations were undertaken to permit finite element modelling of the buried pipe installations. In particular, a series of large strain triaxial tests were conducted on the sand backfill in the buried pipe installations, to provide an understanding of the sand behaviour in terms of critical state theory. Subsequently a constitutive model for the soil was developed. The soil model was validated before implementation in an element of finite element program, AFENA (Carter and Balaam, 1995). Single element modelling of the triaxial tests proved invaluable in obtaining material constants for the soil model. The new element was applied successfully to the analysis of a side-constrained, plate loading test on the sand. The simulation of the buried pipe tests was shown to require three-dimensional finite element analysis to approach the observed pipe-soil behaviour. Non-compliant side boundary conditions were ultimately adjudged chiefly responsible for the difficulty in matching the experimental data. The value of numerical analyses performed in tandem with physical testing was apparent, albeit in hindsight. The research has identified the prediction of vertical soil pressure above the pipe due to external loading as being the major difficulty for designers. Based on the finite element analyses of the field tests, a preliminary simple expression was developed for estimation of these pressures, which could be used with currently available design approaches to reasonably predict pipe deflections.
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Cameron, Donald Anthony. "Analysis Of Buried Flexible Pipes In Granular Backfill Subjected To Construction Traffic". University of Sydney. Civil Engineering, 2005. http://hdl.handle.net/2123/680.

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This thesis explores the design of flexible pipes, buried in shallow trenches with dry sand backfill. The thesis reports the comprehensive analysis of twenty-two full-scale load tests conducted between 1989 and 1991 on pipe installations, mainly within a laboratory facility, at the University of South Australia. The pipes were highly flexible, spirally-wound, uPVC pipes, ranging in diameter from 300 to 450 mm. Guidelines were required by industry for safe cover heights for these pipes when subjected to construction traffic. The tests were designed by, and conducted under the supervision of, the author, prior to the author undertaking this thesis. As current design approaches for pipes could not anticipate the large loading settlements and hence, soil plasticity, experienced in these tests, finite element analyses were attempted. Extensive investigations of the materials in the installations were undertaken to permit finite element modelling of the buried pipe installations. In particular, a series of large strain triaxial tests were conducted on the sand backfill in the buried pipe installations, to provide an understanding of the sand behaviour in terms of critical state theory. Subsequently a constitutive model for the soil was developed. The soil model was validated before implementation in an element of finite element program, AFENA (Carter and Balaam, 1995). Single element modelling of the triaxial tests proved invaluable in obtaining material constants for the soil model. The new element was applied successfully to the analysis of a side-constrained, plate loading test on the sand. The simulation of the buried pipe tests was shown to require three-dimensional finite element analysis to approach the observed pipe-soil behaviour. Non-compliant side boundary conditions were ultimately adjudged chiefly responsible for the difficulty in matching the experimental data. The value of numerical analyses performed in tandem with physical testing was apparent, albeit in hindsight. The research has identified the prediction of vertical soil pressure above the pipe due to external loading as being the major difficulty for designers. Based on the finite element analyses of the field tests, a preliminary simple expression was developed for estimation of these pressures, which could be used with currently available design approaches to reasonably predict pipe deflections.
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Costa, d'Aguiar Sofia. "Numerical modelling of soil-pile axial load transfer mechanisms in granular soils". Châtenay-Malabry, Ecole centrale de Paris, 2008. http://www.theses.fr/2008ECAP1075.

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L’objectif du travail présenté dans cette thèse est l'analyse et modélisation numérique des mécanismes de transfert de charge axiale entre sol-pieu, dans les sols granulaires. En utilisant un modèle élastoplastique tridimensionnel d'élément finis, une attention particulière est prêtée à la modélisation du comportement de l’interface sol-structure. Ainsi, les outils numériques nécessaires ont été mis en place et les outils existants ont été améliorés afin que, l'analyse de l'interaction sol-pieu soit faisable. Deux nouveaux modèles de comportement 3D sont implémentés dans le code d'éléments finis GEFDYN: un modèle d'interface et, pour le sol, une formulation axisymétrique du modèle multimécanismes de l’ECP, déjà existant et également connus sous le nom de Hujeux. La performance des deux modèles de comportement est comparée avec des résultats expérimentaux: d'abord, en utilisant des essais directs de cisaillement sol-structure et ensuite des essais de charge statiques de pieux en modèle physiques de centrifugeuse. La formulation théorique et l'exécution numérique des modèles constitutifs se sont donc avérées adéquats pour l'analyse des mécanismes de transfert de charge de sol-pieux, pour différents états initiaux du sol, différentes rugosités de la surface sol-pieux et différentes géométries. Finalement, l'applicabilité des modèles proposés est également étudiée pour un cas d’étude réel d’essais de charge statique de pieux forés et à tarière continus, menés dans le site expérimental ISC2 à l’occasion de la 2nd International Conference on the Site Characterization. L’identification des paramètres du sol et la simulation des essais de charge in-situ a été réalisé avec succés
The purpose of the work presented in this thesis, which has a theoretical and numerical character, is the analysis and numerical modelling of soil-pile load transfer mechanisms, in granular soils, when the pile is subjected to axial vertical loads. In the three dimensional elastoplastic finite element model used, particular attention is paid to modelling soil-structure interface behavior. The necessary numerical tools were implemented and the existing ones enhanced so that, the analysis of the soil-pile interaction problem is feasible. Two newly implemented 3D constitutive laws, in the GEFDYN finite element code, are proposed: an interface model and, for soil, an axisymmetric formulation of the existing ECP multimechanism model, also known as Hujeux model. The performance of both constitutive models is compared with experimental results. First, using soil-structure direct shear tests and then, using results of static pile load tests of centrifuge physical models. The theoretical formulation and numerical implementation of the constitutive models proved to be adequate for the analysis of the soil-pile load transfer mechanisms for different soil initial states, soil-pile surface roughness conditions, and different geometries. Finally, the applicability of the proposed models, is also studied for a real case study of pile static load tests carried out in the ISC'2 experimental site, at the occasion of the 2nd International Conference on the Site Characterization. Soil’s laboratory characterization tests and in-situ pile static load tests on bored and CFA piles are simulated, and results successfully compared
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Nowak, Sara Alice 1982. "Investigating the angle or response and maximum stability of a cohesive granular pile". Thesis, Massachusetts Institute of Technology, 2004. http://hdl.handle.net/1721.1/32757.

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Thesis (S.B.)--Massachusetts Institute of Technology, Dept. of Physics, 2004.
Includes bibliographical references (p. 45-46).
In this thesis, I investigate the static and dynamic properties of a granular heap made cohesive by an interstitial fluid. I present the results of experimental work measuring the maximum angle of stability and the angle of repose of such a pile in a rotating drum geometry. I discuss existing models for the stability of a cohesive granular pile and present a new model that predicts the maximum angle of stability from the pile's geometry and from the cohesive forces between grains. This model agrees well with experiment and suggests that friction is insignificant in determining the maximum angle of stability. In addition, I investigate the effect of the viscosity of the interstitial fluid on the dynamic properties of a granular pile. In particular, I examine the transition from stick-slip motion to continuous motion as well as the effect of viscosity on the angle of repose of the granular pile. I offer a qualitative explanation for my observations of these phenomena.
by Sarah Alice Nowak.
S.B.
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Sánchez, Gajardo Rafael Eduardo. "Estudio de Sistemas de Drenaje Basado en Tuberías y Suelos Granulares Aplicados a Pilas de Lixiviación". Tesis, Universidad de Chile, 2012. http://www.repositorio.uchile.cl/handle/2250/104407.

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La lixiviación en pilas es una de las técnicas más utilizadas en el mundo para la extracción de cobre en minerales de baja ley. Sobre la pila se vierte una solución ácida que separa el cobre de la roca, dicha solución percola hacia los sistemas de drenaje ubicados en la base de la pila compuestos por material granular permeable (denominado “overliner”) y tuberías ranuradas de HDPE (polietileno de alta densidad). El objetivo de la memoria es estudiar el impacto del overliner sobre las tuberías e identificar el parámetro del suelo que tiene mayor influencia sobre la deflexión vertical de éstas al aplicar presiones de hasta 3.6 [MPa] equivalentes a una pila de 200[m] de altura. Para lograr lo anterior, se desarrolló un modelo de diferencias finitas en FLAC 2D, el cual fue calibrado con resultados de ensayos de aplastamiento de gran escala a tuberías de 4” de HDPE. El análisis de sensibilidad permitió concluir que el parámetro más determinante en la deformación vertical de la tubería corresponde al Módulo de Young del material granular protector que recubre las tuberías (overliner). Además se observó que el uso de zanjas para la colocación de las tuberías disminuía la deformación de éstas, facilitando la generación de efecto arco.
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Matthews, Russell Stuart. "The structural behaviour of brick sewer pipes in soft ground : the examination of brick and reinforced plastic pipes, in granular soil, and under plane strain conditions, using fully non-linear finite element models and a large-scale physical testing prog". Thesis, University of Bradford, 1985. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.287758.

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Lecomte, Charles-Edouard. "Instabilités dans un milieu granulaire : tôle ondulée sur un lit de sable, et ségrégation au sein des astéroïdes lâches". Thesis, Lyon, 2018. http://www.theses.fr/2018LYSEN024/document.

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Cette thèse, composée de deux parties, porte sur l’étude d’instabilités au sein d’un milieugranulaire.La première partie de cette thèse est consacrée à l’instabilité de tôle ondulée, c’est-àdirel’apparition d’un motif de rides sur une piste soumise au passage répété de véhicules.Nos travaux expérimentaux ainsi que des simulations numériques de dynamique moléculairenous ont permis de progresser dans la compréhension de ce phénomène. Pour uneroue rigide tirée à vitesse constante, nous avons étudié quantitativement l’impact de lacohésion du milieu granulaire sur les caractéristiques de l’instabilité : vitesse critique, longueurd’onde et taux de croissance. Nous avons enfin entrepris des études préliminairessur un fluide à seuil simple : un microgel de carbopol.Dans la seconde partie, nous étudions la ségrégation granulaire au sein des astéroïdeslâches. Plusieurs indices montrent qu’un grand nombre d’entre eux sont des empilementsde grains, sans cohésion interne et liés par la gravité. Leur répartition n’est pas homogène,avec des zones lisses recouvertes de fines poussières et d’autres où s’accumulent les grosblocs. Nous avons simulé numériquement un empilement granulaire et nous l’avons soumisà des secousses répétées : nous avons réussi à reproduire la ségrégation. Nous avonsétudié l’influence des paramètres physiques et numériques sur le niveau de ségrégation etla dynamique du phénomène. Nous nous sommes aussi intéressés aux phénomènes physiquespouvant causer la ségrégation : convection granulaire, tamisage cinétique, pressionde déplétion, etc. Enfin, nous avons mis en évidence une instabilité azimutale qui peutexpliquer les observations faites pendant les missions spatiales
This thesis, consisting of two parts, is focusing on instabilities into a granular assembly.The first part deals with washboard road instability, which is the growth of a ripplepattern on a track subjected to repeated passages of vehicles. Our experimental work aswell as soft spheres numerical simulations provide us a better understanding of this phenomenon.In the case of a rigid wheel dragged at constant velocity, we quantitatively studiedthe impact of the cohesion into the granular media on the main features of the instability :critical velocity, wavelength and growth rates. Finally, we have begun preliminary studieson a yield stress fluid, namely a carbopol microgel.The second part is devoted to the granular segregation in asteroids. Several keys showthat a significant part of them are rubble-piles, without internal cohesion and held togetherby their weak self-gravity. The distribution of grains is heterogeneous : while some regionsconsist in fine sand or powder, large boulders seem to accumulate in other parts. Wenumerically simulated a granular pile and subjected it to repeated quakes : we managedto reproduce segregation. We studied the influence of physical and numerical parameterson the segregation level and the dynamics of the phenomenon. We also investigate variouscauses of the segregation : granular convection, kinetic sieving, depletion pressure, etc.Finally, we highlighted an azimuthal segregation which can explain observations duringspatial missions
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Książki na temat "GRANULAR PILES"

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International Conference on Soil Mechanics and Foundation Engineering (1936- ) (12th 1989 Rio de Janeiro, Brazil) (14). Drivability of piles: Proceedings for the Discussion Session 14, Twelfth International Conference on Soil Mechanics and Foundation Engineering, August 13-18, 1989, Rio de Janeiro, Brazil. [Tokyo]: Japanese Society of Soil Mechanics and Foundation Engineering, 1989.

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Norris, Pippa, i Alessandro Nai, red. Election Watchdogs. Oxford University Press, 2017. http://dx.doi.org/10.1093/acprof:oso/9780190677800.001.0001.

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Recent years have seen resurgent interest in the potential capacity of transparency—the public availability of information—to improve democratic governance. Timely, accurate, granular, and freely available information is generally regarded as intrinsically valuable, as well as having many instrumental benefits. In development, transparency and accountability are generally thought to help plug the leaky pipes of corruption and inefficiency, channel public spending more efficiently, and produce better services. In the field of electoral governance, openness about the rules and procedures, outcomes, and decision processes used by electoral authorities is widely assumed to build public trust, improve policymaking, and facilitate accountability. In the age of WikiLeaks, Twitter, and Google, open governance—expanding information and communication—often seems like an unqualified good. Nevertheless, beyond popular buzzword sloganeering, evidence suggests that the impact of transparency on the quality of governance and elections remains mixed. Transparency also has a dark side, threatening trust, privacy, and security. To understand these issues more fully, this book seeks to assess the early-21st-century drive toward open electoral governance and to identify several conditions predicted to determine the success of transparency policies in strengthening electoral integrity. The chapters of this book look at transparency in electoral governance at the international and state levels, as well as within civil society.
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Matthews, Russell Stuart. The structural behaviour of brick sewer pipes in soft ground: The examination of brick and reinforced plastic pipes, in granular soil, and under plane strain conditions, using fully non-linear finite element models and a large-scale physical testing programme. Bradford, 1985.

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Części książek na temat "GRANULAR PILES"

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Christensen, Kim. "Avalanches in Piles of Rice". W Physics of Dry Granular Media, 475–80. Dordrecht: Springer Netherlands, 1998. http://dx.doi.org/10.1007/978-94-017-2653-5_34.

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Pandit, Koushik, Pradeep Kumar i Gaurav Sharma. "Ground Improvement of a Liquefiable Soil by Granular Piles". W Lecture Notes in Civil Engineering, 591–604. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6444-8_53.

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Nath, Dhanraj, Plaban Deb i Sujit Kumar Pal. "Improvement of Soft Ground by Employing Granular Piles Below Raft". W Lecture Notes in Civil Engineering, 183–92. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-6727-6_17.

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Hasan, Murtaza, i N. K. Samadhiya. "Ground Improvement by Using Floating Granular Piles: Experimental Studies and Numerical Investigations". W Lecture Notes in Civil Engineering, 465–75. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-5669-9_38.

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Hasan, Murtaza, i N. K. Samadhiya. "Analytical Methods for Predicting Load Carrying Capacity of Granular Piles–A Review". W Lecture Notes in Civil Engineering, 437–43. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-6456-4_45.

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Kumar, Mohit, Hans Raj Vashishtha i Vishwas A. Sawant. "Experimental Investigations on Uplift Capacities of Single and Group of Granular Anchor Piles". W New Developments in Materials for Infrastructure Sustainability and the Contemporary Issues in Geo-environmental Engineering, 90–98. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95774-6_8.

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Hasan, M., i N. K. Samadhiya. "Influence of Combined Vertical and Horizontal Reinforcement on Granular Piles in Soft Clays". W Lecture Notes in Civil Engineering, 311–18. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0559-7_35.

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Najamuddin, M., M. R. Madhav i V. Padmavathi. "Estimation of Modular Ratio and Modulus of Deformation of Granular Piles from in Situ Compression Tests Under Direct Loading". W Lecture Notes in Civil Engineering, 463–72. Cham: Springer International Publishing, 2023. http://dx.doi.org/10.1007/978-3-031-20172-1_45.

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Garg, Vaibhaw, i Jitendra Kumar Sharma. "Study of Effect of Stiffening and Rigidity of Bearing Stratum-On Tip Load for Single and Group of Granular Piles". W Lecture Notes in Civil Engineering, 699–712. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-0886-8_56.

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Sharma, Jitendra Kumar, i Raksha Rani Sanadhya. "Effect of Granular Pile Stiffness on Load Distribution for Piled Raft". W Lecture Notes in Civil Engineering, 531–45. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5195-6_42.

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Streszczenia konferencji na temat "GRANULAR PILES"

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Babaei, M. H. "Collapse of Rectangular Granular Piles in Air and Water". W ASME 2013 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/imece2013-65012.

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Granular materials are processed in many industries including agricultural, pharmaceutical, mining, and oil-sand and several geophysical processes such as landslides and avalanches. There are few models capable of predicting the flow of granular materials and particularly their collapse. Theoretical studies of the topic usually encounter difficulties in accurately predicting the collapse dynamics and final stable heaps. The two-dimensional gravitational collapse of cohesionless rectangular granular piles is numerically investigated in this paper. Piles surrounded by either air (dry case) or an oil-water mixture (wet case) undergo a dam-break collapse onto a horizontal base. The granular material is modeled as a perfectly plastic substance based on the Mohr-Coulomb law. The constitutive relations represent the granular material as a fluid, with a shear viscosity as a function of solids pressure, the second invariant of the deviatoric strain-rate tensor, and the internal angle of friction of the granular material. This two-phase flow problem (grains and liquid or air) is then formulated accordingly and solved by the mixture model method for the wet collapse and the level-set method for the dry collapse using COMSOL finite-element software. In both air and the liquid, stable heaps are achieved. The results are compared with experimental measurements of Balmforth & Kerswell [1] and Rondon et al. [2]. The model can closely predict the final shape of the collapsed dry pile. The final shape of the collapsed wet pile is also well-predicted when its initial packing concentration is relatively low. Further developments are needed to model the wet collapse of high-initial-concentration piles.
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MADHAV, M. R., i A. MURALI KRISHNA. "DENSIFICATION EFFECT OF GRANULAR PILES IN LIQUEFACTION MITIGATION". W Proceedings of the International Conference. WORLD SCIENTIFIC, 2005. http://dx.doi.org/10.1142/9789812701602_0010.

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Dutt, R. N., J. E. Moore, R. W. Mudd i T. E. Rees. "Behavior of Piles in Granular Carbonate Sediments From Offshore Philippines". W Offshore Technology Conference. Offshore Technology Conference, 1985. http://dx.doi.org/10.4043/4849-ms.

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Vennalaganti, K. Mohan, Shailendra N. Endley i Pramod M. Rao. "Lateral Loads on Long Piles and Piers in Granular Soils". W International Deep Foundations Congress 2002. Reston, VA: American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40601(256)87.

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Henke, Sascha, i Ju¨rgen Grabe. "Numerical Simulations Concerning the Tendency of Soil Plugging in Open-Ended Steel-Piles". W ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79040.

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The development of soil plug inside open-ended steel-piles is investigated using Finite-Element method. The penetration of a rigid pile with various diameter into granular soil is simulated numerically to better understand the mechanisms which occur during pile installation inside the open-ended piles. The numerical results are analyzed for a better understanding of the influence of the installation method on soil plugging. The received results are compared to experimental results out of literature. Concluding, a parametric study is fulfilled to examine the role of soil density and pile diameter concerning the tendency of plug formation inside a jacked pile.
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Lobo-Guerrero, S., i L. E. Vallejo. "Influence of Pile Shape on the Crushable Behavior of Granular Materials around Driven Piles: DEM Analysis". W GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)170.

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Suleiman, Muhannad T., Anne Raich, Lusu Ni, William Kingston, Timothy W. Polson i Jeffery Helm. "Measured Soil-Pile Interaction for Small Diameter Piles Embedded in Granular Soil Subjected to Lateral Soil Movement". W GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.015.

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Stuedlein, Armin W., i Thomas M. Gurtowski. "Reliability of Shaft Resistance for Augered Cast-in-Place Piles in Granular Soils". W GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412084.0050.

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Benito, Jesica, Rodolfo Uñac, Ana María Vidales i Irene Ippolito. "Simulations on the flow segregation problem in bidimensional piles". W POWDERS AND GRAINS 2013: Proceedings of the 7th International Conference on Micromechanics of Granular Media. AIP, 2013. http://dx.doi.org/10.1063/1.4812036.

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Dijkstra, Jelke, i Wout Broere. "Experimental Investigation Into Plugging of Open Ended Piles". W ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79299.

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This paper presents the results of a model pile test in a transparent photoelastic medium. This medium is composed of crushed glass particles in a refractive index matching liquid. The test setup allows for quantitative photoelastic measurements. For the measurement of the photoelastic data the phase stepping technique is used. Stresses in the granular medium located next to and in the plug were recorded at varying installation depths of the pile during monotonic jacking of the transparent pile in combination with the pile head load. The horizontal stress ratio in the plug for this particular test is found to be equal to the vertical stress. A distinct stress arch below the pile base is observed during penetration. The high local stress increase in and below the plug move with the pile as the plug travels downward into the soil and do not change much in absolute magnitude.
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