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Автор: Grafiati
Опубліковано: 11 вересня 2023

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Статті в журналах з теми "MODEL PILES IN SAND"

1

Foray, P., L. Balachowski, and J. L. Colliat. "Bearing capacity of model piles driven into dense overconsolidated sands." Canadian Geotechnical Journal 35, no. 2 (April 1, 1998): 374–85. http://dx.doi.org/10.1139/t97-082.

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Анотація:
Model piles were driven into dense siliceous sand samples and tested in a large calibration chamber. Axial tension and compression tests were performed on open-ended pipe piles. The objective of this research was to study the effect of overconsolidation on the bearing capacity of piles driven into dense sands representative of North Sea soil conditions. Emphasis was put on points of interest for the offshore petroleum industry in particular: dense to very dense normally consolidated (NC) and overconsolidated (OC) sands, unit end bearing and unit skin friction capacities, and comparison with tip resistances from cone penetration tests. Design parameters are proposed for computing the axial bearing capacity of piles driven into dense to very dense siliceous sands. They are compared with those given in the current American Petroleum Industry's Recommended Practice 2A document. A relationship between CPT cone resistance and ultimate unit end bearing and skin friction capacities of piles is also proposed.Key words: model test, dense sand, offshore pile driving, axial capacity, end bearing, skin friction, design parameters, cone penetrometer.
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2

Wang, Qingshan, Zhaoran Xiao, Xianqiang Zhao, and Dakuo Feng. "The Effects and Vertical Bearing Capacity of Two Jacked Model Piles in Sand." Sustainability 14, no. 21 (November 4, 2022): 14493. http://dx.doi.org/10.3390/su142114493.

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Анотація:
The effects and vertical bearing capacity of two jacked piles in sand are still not well understood, and the mechanism of the adjacent pile’s uplift caused by the jacking pile in a double pile system is especially unclear, but these facets are important to the stability of the jacked pile. In this paper, a series of tests is performed on jacked model piles in sand, where in the influences of the pile length and the driving pile’s speed on the effects and vertical bearing capacity of two jacked piles were studied. The results revealed that the effects and vertical bearing capacity of the two jacked piles were mainly in relation to pile length and influenced by the driving speed. The horizontal displacement of the top of the first jacking pile during the installation of the post-jacking pile was caused by the difference in the stress state of the first jacking pile between the side of the pile’s face and its back side, in which the uplift displacement of the first jacking pile was also involved. The radial stress of the pile increased nonlinearly with the depth under different pile lengths and gradually converged to the passive earth pressure. The ultimate capacity of the double pile is approximately twice that of a single pile, and the ratio of the ultimate capacity of a single pile to the final jacking pressure was approximately 1.04.
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3

Gavin, Kenneth, and Barry Lehane. "Base load – displacement response of piles in sand." Canadian Geotechnical Journal 44, no. 9 (September 2007): 1053–63. http://dx.doi.org/10.1139/t07-048.

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Анотація:
The paper presents the results of a series of laboratory and field model pile tests performed to study the factors controlling the base pressure – settlement reponse of piles in sand. One series of tests involved the installation and load testing of steel open- and closed-ended piles in loose sand contained in a large pile testing chamber. A second series involved tests on open- and closed-ended steel piles and a concrete bored pile at a dense sand test bed site. The experiments were designed to investigate the effects of pile type, sand consistency, and installation resistance on a pile’s base response during static loading. The tests revealed that both the base capacity and stiffness of piles in sand are controlled by the degree of prestress imposed on the soil below the pile tip. Simple expressions, which require the small strain stiffness and cone penetration test data as the input parameters, are developed to predict the base pressure – settlement response. The final part of the paper employs other field tests on full-scale displacement piles and bored piles to verify the validity of the proposed approach.
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4

Bisi, C., G. Chiaselotti, and P. A. Oliverio. "Sand Piles Models of Signed Partitions with Piles." ISRN Combinatorics 2013 (January 13, 2013): 1–7. http://dx.doi.org/10.1155/2013/615703.

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Анотація:
Let be nonnegative integers. In this paper we study the basic properties of a discrete dynamical model of signed integer partitions that we denote by . A generic element of this model is a signed integer partition with exactly all distinct nonzero parts, whose maximum positive summand is not exceeding and whose minimum negative summand is not less than . In particular, we determine the covering relations, the rank function, and the parallel convergence time from the bottom to the top of by using an abstract Sand Piles Model with three evolution rules. The lattice was introduced by the first two authors in order to study some combinatorial extremal sum problems.
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5

Sastry, V. V. R. N., and G. G. Meyerhof. "Behaviour of flexible piles in layered sands under eccentric and inclined loads." Canadian Geotechnical Journal 31, no. 4 (August 1, 1994): 513–20. http://dx.doi.org/10.1139/t94-060.

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Анотація:
The lateral soil pressures, bending moments, pile displacements at ground surface, and bearing capacity of instrumented vertical single flexible model piles in layered sands consisting of loose sand overlying compact sand under vertical eccentric and central inclined loads have been investigated. The results of these load tests are compared with theoretical estimates based on the concept of an effective embedment depth of equivalent rigid piles. Reasonable agreement has been found between the observed and predicted behaviour of flexible piles. The analyses are also compared with the results of some field case records. Key words : bearing capacity, instrumentation, model test, layered soil, pile, sand.
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6

Latapy, Matthieu, Roberto Mantaci, Michel Morvan, and Ha Duong Phan. "Structure of some sand piles model." Theoretical Computer Science 262, no. 1-2 (July 2001): 525–56. http://dx.doi.org/10.1016/s0304-3975(00)00363-7.

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7

Lee, Su-Hyung, and Choong-Ki Chung. "An experimental study of the interaction of vertically loaded pile groups in sand." Canadian Geotechnical Journal 42, no. 5 (October 1, 2005): 1485–93. http://dx.doi.org/10.1139/t05-068.

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Анотація:
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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8

Alawneh, Ahmed Shlash, Abdallah I. Husein Malkawi, and Husein Al-Deeky. "Tension tests on smooth and rough model piles in dry sand." Canadian Geotechnical Journal 36, no. 4 (November 22, 1999): 746–53. http://dx.doi.org/10.1139/t98-104.

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Анотація:
In order to delineate the significant variables affecting the ultimate uplift shaft resistance of a pile in dry sand, a testing program comprising 64 pullout tests was conducted on open- and closed-ended rough and smooth model piles of two sizes (41 and 61 mm outside diameter). The model piles were installed in medium dense and dense sand to an embedded depth of 0.8 m using two methods of pile placement, static jacking and driving. A rigid steel box measuring 1.1 × 1.1 × 1.3 m was used as a sand container. The results obtained from this study indicated that pile placement method, initial sand condition, pile surface roughness, and pile end type are all significant variables (given in descending order) affecting the ultimate uplift shaft resistance of a single pile in dry sand. Overall, the closed-ended piles showed a 24% increase in shaft resistance compared with the open-ended piles and the average unit shaft resistance of the driven model pile was 1.33 times that of the jacked model pile in the dense sand condition and 1.52 times that of the jacked model pile in the medium dense sand condition. Depending on the test variables, the rough model piles tested in this study experienced a 12-54% increase in capacity compared with the smooth model piles. Also, the lateral earth pressure coefficient values for the rough model piles were greater than those for the smooth model piles. This suggests that part of the increase in capacity due to pile surface roughness is attributed to an increase in the radial effective stress during tensile loading.Key words: piles, shaft resistance, pile placement method, smooth pile, rough pile.
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9

Cai, Q., B. Xiang, C. W. W. Ng, K. S. Wong, X. Chen, and Y. Zhuang. "Loading transfer mechanism of a piled raft subjected to normal faulting in sand." Géotechnique Letters 12, no. 1 (March 2022): 14–19. http://dx.doi.org/10.1680/jgele.21.00098.

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Анотація:
Although different kinds of foundations have been investigated against an earthquake faulting, the interaction between pile group and dip–slip fault has not yet been fully understood. This paper investigates the interaction between piled raft and normal faulting by means of centrifuge and numerical modelling. In centrifuge test, a piled raft was simulated with a half model for a better observation of fault rupture path under the raft. The loading transfer mechanism was further examined using a three-dimensional finite difference software. The measured and computed results showed that the piled raft displaced and tilted linearly with the magnitude of faulting. The fault rupture bifurcated into two and diverted towards both edges of the raft. Two types of loading transfer mechanism were identified during faulting. Working load transferred from the raft to the underneath piles, and also from the piles on the side of the hanging wall to the piles on the footwall side, resulting in compression failure of the piles on the footwall side.
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10

Hanna, A. M., and A. Afram. "Pull-out capacity of single batter piles in sand." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 387–92. http://dx.doi.org/10.1139/t86-054.

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Анотація:
The pull-out capacity of single rigid vertical and batter piles in sand and subjected to axial loading has been investigated. Good agreement was found when test results on instrumented model piles were compared with theoretical estimates. The effect of pile inclination on the pull-out capacity has been explained by means of variable mobilized passive earth pressure on the pile's perimeter. A design method and charts are presented. Key words: pile foundation, pull-out capacity, vertical pile, batter pile, sand–soil mechanics.
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Більше джерел

Дисертації з теми "MODEL PILES IN SAND"

1

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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Анотація:
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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2

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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Анотація:
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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3

Shublaq, E. W. "A study of model pile group-sand interaction." Thesis, University of Leeds, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.375520.

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4

Abdelaziz, Gamal. "An axisymmetrical model for a single vertical pile in sand." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2001. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp05/NQ59226.pdf.

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5

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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Анотація:
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-pieu
This 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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6

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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Анотація:
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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7

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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Анотація:
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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8

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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Анотація:
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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9

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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Анотація:
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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10

Mazutti, Júlia Hein. "Estudo do atrito lateral no arrancamento de estacas modelo instaladas por fluidização em areia." reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2018. http://hdl.handle.net/10183/183019.

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O objetivo desta dissertação consiste em aprofundar o entendimento dos mecanismos que controlam o atrito lateral sob arrancamento de estacas instaladas por fluidização em areia. A técnica de instalação é estudada como uma alternativa para a utilização de estacas torpedo na fixação de plataformas offshore. Trabalhou-se em laboratório com o arrancamento de estacas metálicas circulares em modelo reduzido. Foram utilizados três diâmetros de estacas modelo, simulando três diferentes escalas: 14 mm (1:76), 16,2 mm (1:67) e 21,3 mm (1:50). Foram realizados 8 ensaios de arrancamento (24 horas após a fluidização) em estacas modelo instaladas por fluidização em solo arenoso com densidade relativa de 50% e submetido à sobrecarga de 2,236 kPa. Foram também realizados 17 ensaios de arrancamento em estacas modelo pré-instaladas (sem fluidização) em areia com densidade relativa de 30%, simulando uma instalação sem perturbação do solo, uma vez que esta é a densidade relativa aproximada que a areia atinge após o processo de fluidização. Os resultados foram comparados com pesquisas anteriores de arrancamento de estacas instaladas por fluidização em areia. Para um aumento médio de 2 vezes a tensão vertical efetiva nas estacas modelo instaladas por fluidização com sobrecarga, observa-se um ganho médio de 1,8 na resistência. O coeficiente de empuxo lateral de serviço para estes ensaios não apresentou diferenças significativas em relação ao mesmo tipo de ensaio sem sobrecarga. As estacas instaladas por fluidização com sobrecarga e estacas pré-instaladas (sem perturbação) apresentam valores de constantes e independentes das profundidades instaladas, com respectivas médias de 0,15 e 0,31. O valor de parece aumentar com o tempo para as estacas fluidizadas (efeito setup) devido à reconstituição das tensões radiais. Os valores de estacas cravadas em areia densa diminuem seu valor com o aumento da profundidade instalada (e da tensão efetiva média atuante), por restrição de dilatação, tendendo ao valor de encontrado para ensaios pré-instalados realizados neste trabalho.
The main goal of this study is to deepen the understanding of the shaft friction behavior under tension loads of piles installed by fluidization in Osório sand. The installation technique is studied as an alternative for the use of torpedo piles in offshore platforms anchoring. This work was done in laboratory with metallic circular piles in reduced model. Three diameters of model piles were used, simulating three different scales: 14 mm (1:76), 16,2 mm (1:67) and 21,3 mm (1:50). Eight pullout tests (24 hours after fluidization) were carried out on model piles installed by fluidization in sandy soil with a relative density of 50% and subjected to a surcharge of 2,236 kPa. Eighteen pullout tests were performed on pre-installed (non-fluidized) model piles in sand with a relative density of 30%, simulating an installation without soil disturbance, since this is the approximate relative density reached after the process of fluidization. The results were compared with previous studies of pullout resistance of fluidized piles in sand. For an average increase of 2 times the vertical effective stress in the model piles installed by fluidization with surcharge, an average increase of 1,8 times is observed in the pullout resistance. The lateral earth pressure coefficient on the pile shaft for these tests did not show significant differences in relation to the same type of test without surcharge. For tests installed by fluidization and pre-installed tests (without soil disturbance), remains constant and independent of the installed depths, with respective averages of 0,15 and 0,31. The value seems to increase with time for fluidized tests (setup effect) due to the reconstitution of the radial tensions. The values for pullout tests in driven model piles in dense sand decrease their value with the increase of the installed depth (and the increase of the vertical effective stress), by restriction of the expansive behavior, tending to the value found for pre-installed tests carried out in this work.
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Книги з теми "MODEL PILES IN SAND"

1

Iskander, Magued. Behavior of Pipe Piles in Sand. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-13108-0.

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2

United States. Federal Highway Administration. and Atkinson-Noland & Associates., eds. Centrifugal testing of model piles and pile groups. McLean, Va: U.S. Dept. of Transportion, Federal Highway Administration, 1985.

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3

Munch-Andersen, Jørgen. Silo model tests with sand. Hørsholm: Danish Building Research Institute, 1992.

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4

Miedema, Sape A. The Delft sand, clay & rock cutting model. Amsterdam: IOS Press, 2014.

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5

Larson, Magnus. SBEACH: Numerical model for simulating storm-induced beach change. Vicksburg, Miss: U.S. Army Engineer Waterways Experiment Station, 1989.

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Hannigan, Kevin. The sand cone model: Achieving multiple objectives in the Irish chemical and pharmaceutical industry. Dublin: University College Dublin, 1996.

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7

Groen, Klaas P. Pesticide leaching in polders: Field and model studies on cracked clays and loamy sand. Lelystad: Ministerie van Verkeer en Waterstaat, Directoraat-General Rijkswaterstaat, Directie Ijsselmeergebied, 1997.

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8

M, Rubin David. Measurements of sand thicknesses in Grand Canyon, Arizona, and a conceptual model for characterizing changes in sand-bar volume through time and space. [Menlo Park, CA]: U.S. Geological Survey, 1994.

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Bekbasarov, Isabay. Study of the process of driving piles and dies on models. ru: INFRA-M Academic Publishing LLC., 2020. http://dx.doi.org/10.12737/1074097.

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The monograph presents the results of experimental and theoretical studies conducted using models of driven piles and tape dies. The influence of the cross-section size, length, shape of the trunk and the lower end of the piles on their submergability, energy intensity of driving and load-bearing capacity was evaluated. The design and technological features of new types of piles are considered. A method for determining the load-bearing capacity of a pile model based on the results of dynamic tests has been developed. Similarity conditions and formulas are presented that provide modeling of the pile driving process in the laboratory. The influence of the shape of the tape dies on their submersibility, energy consumption of the driving and the bearing capacity of the foundations arranged in the vyshtampovannyh pits was evaluated. The method of determining the load-bearing capacity of a belt Foundation model based on the results of pit vyshtampovyvaniya is described. Recommendations on the choice of optimal parameters of piles and foundations, arranged in vystupovani pits. Recommended for researchers, specialists of design and construction organizations, doctoral students, postgraduates, undergraduates and students of construction and water management specialties.
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10

Peck, Lindamae. Heat transfer and frost-thaw penetration in soil surrounding an inclusion of sand: Numerical model results relevant to electromagnetic sensor system performance. [Hanover, N.H]: US Army Corps of Engineers, Cold Regions Research & Engineering Laboratory, 1995.

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Частини книг з теми "MODEL PILES IN SAND"

1

Cohen, S., and S. Frydman. "Hydraulic gradient models of driven piles in sand." In Physical Modelling in Geotechnics, 643–48. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203743362-117.

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Pla-Castells, Marta, Ignacio García-Fernández, and Rafael J. Martínez. "Interactive Terrain Simulation and Force Distribution Models in Sand Piles." In Lecture Notes in Computer Science, 392–401. Berlin, Heidelberg: Springer Berlin Heidelberg, 2006. http://dx.doi.org/10.1007/11861201_46.

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3

Dave, Shweta, and Mohit Soni. "Model Tests to Determine Lateral Load Capacity of Helical Piles Embedded in Sand." In Lecture Notes in Civil Engineering, 529–38. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-6713-7_42.

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4

Yabe, Hiroshi, Junichi Koseki, Kenji Harada, and Keiichi Tanaka. "Shaking Table Tests on Level Ground Model Simulating Construction of Sand Compaction Piles." In Proceedings of the 4th International Conference on Performance Based Design in Earthquake Geotechnical Engineering (Beijing 2022), 1231–39. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-11898-2_103.

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5

Perrot, Kévin, and Eric Rémila. "Avalanche Structure in the Kadanoff Sand Pile Model." In Language and Automata Theory and Applications, 427–39. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-21254-3_34.

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6

Pastsakom, K., Y. Hashizume, and T. Matsumoto. "Lateral load tests on model pile groups and piled raft foundations in sand." In Physical Modelling in Geotechnics, 709–14. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203743362-128.

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7

Phan, Thi Ha Duong. "A Survey on the Stability of (Extended) Linear Sand Pile Model." In Automata and Complexity, 253–81. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-92551-2_16.

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8

Chrisopoulos, Stylianos, Jakob Vogelsang, and Theodoros Triantafyllidis. "FE Simulation of Model Tests on Vibratory Pile Driving in Saturated Sand." In Holistic Simulation of Geotechnical Installation Processes, 124–49. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52590-7_5.

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9

Perrot, Kevin, and Eric Rémila. "Transduction on Kadanoff Sand Pile Model Avalanches, Application to Wave Pattern Emergence." In Mathematical Foundations of Computer Science 2011, 508–19. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-22993-0_46.

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10

Brocchi, Stefano, and Paolo Massazza. "Smooth Sand Piles." In Lecture Notes in Computer Science, 66–78. Berlin, Heidelberg: Springer Berlin Heidelberg, 2012. http://dx.doi.org/10.1007/978-3-642-33512-9_7.

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Тези доповідей конференцій з теми "MODEL PILES IN SAND"

1

Steensen-Bach, J. D. "Recent Model Tests With Suction Piles in Clay and Sand." In Offshore Technology Conference. Offshore Technology Conference, 1992. http://dx.doi.org/10.4043/6844-ms.

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2

Ghazavi, Mahmoud, and Ashkan Behmardi Kalantari. "Experimental Study of Taper Piles With Different Taper Angles." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57110.

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Piled foundations are normally used in offshore engineering. Among various piles, tapered piles have normally greater cross sectional are around the head than the pile toe. Therefore they have greater potential for substantial cost advantages in static loading conditions. The objective of this study is to explore the characteristics of the axial response of tapered piles. Laboratory facilities for testing model piles were prepared. Four polyamide piles with different angles of taper from 0° to 1.5° were used in this study. The soil was sand. It has been found that tapered piles have more bearing capacity than cylindrical piles of the same length and volume. This is interesting and may be considered for offshore piling since in this situation a large number of piles is routinely used.
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3

Manandhar, Suman, Noriyuki Yasufuku, and Kazutaka Shomura. "Skin Friction of Taper-Shaped Piles in Sands." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79078.

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The main theme of this paper is to evaluate the skin friction and unit skin friction of different types of pile on a defined model ground. The typical silica sands were selected to make model ground at high relative densities of 80% and 60% respectively at confining pressure of 50 kPa to perform the pile load test on selected two different model ground. Model ground has been prepared by free falling of sand through sieve on the chamber to meet the required relative densities. Relative densities have acquired after evaluating desired height and area of nozzle through which dry sands fall. To fulfill the requirement, different types of tapered piles were selected to perform the pile load test. Straight and different types of tapered pile have driven in silica sands respectively at relatively high densities. Experimental results have showed that the skin friction of straight pile is considerably low with compared to tapered pile and wedging effects can be clearly seen towards the depth of penetration. In conclusion, it is clearly seen that the skin friction of tapered pile can be improved with increasing tapering angles. Higher the angle the greater the skin friction. Further, lateral stresses around the pile increases laterally during loading. Lateral stresses are increased with increase on amounts of pile expansion. The skin frictions of tapered piles have pressing effect and soil tamping effect.
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4

Wang, Jianhua, and Yifei Fan. "Centrifuge Model Tests on Effects of Spudcan Penetration on Adjacent Loaded Piles." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19304.

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Abstract It is very important for designers of offshore platforms to understand affecting mechanism of mobile jack-up spudcan penetration and extraction on adjacent loaded piles. Existing centrifuge model tests are on effects of spudcan penetration on adjacent unloaded piles. In engineering, offshore platform piles are subjected to lateral and vertical pile head loads before spudcan penetration. In order to understand affecting mechanism of spudcan penetration on adjacent loaded piles, centrifuge model tests were conducted under 50g condition. Model test strata are the saturated soft clay and the fine sand and the model pile head constraint is free. Spudcan penetration resistances, lateral earth pressures along pile shaft, lateral pile deflection, vertical pile displacement, bending moments and axial forces along pile shaft are measured during spudcan penetration and after extraction. Effects of spudcan penetration on the pile-soil interaction p-y relationship and the bearing capacity of piles are analyzed based on model test results. Results show that the lateral soil resistance affected by spudcan penetration decreases due to soil movement. The lateral deflection of loaded pile obviously increases, the side frictional resistance decreases and the end resistance increases during spudcan penetration. The spudcan penetration-induced incremental pile response does not disappear after spudcan extraction. These results are helpful for understanding the effect mechanism of spudcan penetration and extraction on adjacent loaded piles.
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5

Parkin, A. K., Y. W. Yee, C. P. Tan, and D. R. Willoughby. "Driven Model Piles Tested in Calcareous Sand in a Large Calibration Chamber." In Offshore Technology Conference. Offshore Technology Conference, 1990. http://dx.doi.org/10.4043/6242-ms.

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6

Azijul Islam, Md, Alinda Gupta, Niloy Gupta, and Tahsina Islam. "Laboratory Investigation of Soil Plugs in Open Ended Model Piles Driven into Sand." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483404.010.

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7

Al-Khazaali, Mohammed, Zhong Han, and Sai K. Vanapalli. "Modelling the Load-Settlement Behavior of Model Piles in Unsaturated Sand and Glacial Till." In Geotechnical and Structural Engineering Congress 2016. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479742.178.

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8

Stein, Philipp, Nils Hinzmann, and Jörg Gattermann. "Scale Model Investigations on Vibro Pile Driving." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77081.

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Monopiles installed by impact driving are the preferred system for the foundation of offshore wind turbines in water depths up to 40 m. The vibration technique as alternative installation method has big advantages regarding piling noise and installation time. Much experience exists for the design and installation of impact driven piles. Within the research project ZykLaMP, the lack of experience concerning vibrated monopiles shall be faced by means of large-scaled model investigations regarding the lateral load-bearing behavior. Therefore, open ended steel pipe piles (L = 2.4 m, Dpile = 0.6 m) are installed into dense sand by means of impact and vibratory pile driving and then subjected to cyclic lateral loading. This paper focusses on pile driving predictions and measurements during the installation process. Pile driving post-predictions were carried out based on a simple force equilibrium approach. Model piles were installed using two different vibro hammers with different eccentric moments and one impact hammer. Measurements of strains and accelerations were carried out to investigate dynamic movements during pile driving. Earth pressure transducers were used to investigate the development of soil stresses due to the installation process. Measurements show that even at high acceleration amplitudes a refusal to vibratory driving may occur at a certain penetration depth. Soil stresses in the vicinity of the pile decrease to about 50 % due to vibratory driving which is one reason for the friction fatigue phenomenon. Drivability studies using the force equilibrium model give rough predictions about whether or not a pile can be driven to a certain penetration depth but are quite sensitive to input parameters. For the model tests, post-predictions gave reasonable results.
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9

Law Adams, Marie, and Daniel Adams. "The Choreography of Piling: Active Industry in the City." In 2016 ACSA International Conference. ACSA Press, 2016. http://dx.doi.org/10.35483/acsa.intl.2016.34.

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Gravel, salt, sand, cobbles, and scrap metal – dry bulk materials fundamental to making and maintaining the built environment – are piled in or around coastal cities. The pile is the architecture of the holding stage between a material’s arrival and accumulation from one mode (such as ship or rail) and its distribution into the city through another (most commonly, the truck). Although these piles often approach the scale of large buildings and natural landforms, and their presence is a fixture in the built environment, they are overlooked as a matter of design. In recent decades, some artists and architects have explored piles and pile-making as an abstract formal condition or alternative to conventional modes of formal organization, but engaging the pile as an active form-making structure in the city has been confined to designating territories for piles through use based zoning protocols (“industrial”), or through the construction of containers to enclose them (sheds). Both of these standard practices fail to negotiate the distinctive qualities of piles as a temporary, kinetic, and authentic architecture in the city, and inhibit the collective engagement between the city and an expression of its global material footprint. This paper will explore the morphology of piles and present tactics for engaging them in pursuit of new notions of authenticity, monumentality, and temporality as a byproduct of global flow through three realized projects by our firm, Landing Studio, that choreograph the architecture of industrial road-salt piles in Boston and New York City.
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10

Alderlieste, Etienne A., Jelke Dijkstra, and A. Frits van Tol. "Experimental Investigation Into Pile Diameter Effects of Laterally Loaded Mono-Piles." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-50068.

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This paper presents the results of model tests on laterally loaded mono-pile foundations in sand. The tests have been performed in a geotechnical centrifuge. The objective of the research is to quantify large diameter effects of these mono-piles on the lateral capacity and the stiffness response for cyclic lateral loading. These large diameters are out of the validity range of the commonly used design methods. For this reason prototype pile diameters up to 4.4 m with a length over diameter ratio of 5 have been investigated. The results show an increase in pile diameter from Ds = 2.2 m to Dl = 4.4 m leads to a significant increase in static lateral capacity and stiffness from cyclic load tests. All tests have been performed with constant L/D = 5, Id = 60% and a load eccentricity up to e = 4.8 m. However, the current test series needs to be extended to higher initial densities and the load control should be more strictly regulated before a clear diameter dependence, for pile diameters > 2.2 m, is proven.
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Звіти організацій з теми "MODEL PILES IN SAND"

1

Barksdale, Richard D. State of the Art for Design and Construction of Sand Compaction Piles. Fort Belvoir, VA: Defense Technical Information Center, November 1987. http://dx.doi.org/10.21236/ada640407.

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2

Deaton and Frost. L51571 Pipe-Soil Interaction Tests on Sand and Soft Clay. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), October 1987. http://dx.doi.org/10.55274/r0010291.

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This project was performed to establish a basis for developing pipe-soil interaction models suitable for PRCI's pipeline design program: "PIPEDYN". Full-scale pipe-soil tests on loose and dense sand and soft clay were performed at the Norwegian Hydrotechnical Laboratory, affiliated with SINTEF. The program tested soil resistance to lateral motions of full-scale (0.5 m and 1.0 m OD) pipe sections on loose and dense sand and soft clay. A test rig was used with a soil flume 12.5 m long, 1.8 m wide, and 0.6 m high, and containing 13.5 m3 of sand or soft clay. Three control signals were applied to the test pipes: simple breakout, regular oscillatory tests and breakout, and random tests with force time histories. The parameters considered were pipe diameter, pipe weight, pipe oscillations, and oscillation amplitude. A total of 110 tests were performed in 25 test flumes (13 preliminary and 12 main) on loose sand, three test flumes on dense sand and ten test flumes on soft clay. Forty-five preliminary and 32 main tests were performed in 25 loose sand flume preparations, whereas 8 main tests were performed in 3 dense sand flumes and 25 main tests in 10 soft clay flumes, for a grand total of 110 pipe-soil tests in 38 soil flumes. Special plate and cone penetration tests were also performed as part of the soil bed tests. Based on the results of the tests, pipe penetration appears to be the most important factor influencing lateral soil resistance. Also, the soil resistance in loose sand was generally higher than in dense sand due to larger pipe penetration and an accordingly higher lateral earth pressure.
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3

Calantoni, Joseph, and Allison M. Penko. Massively Scalable Mixture Model for Small-scale Sand Ripples. Fort Belvoir, VA: Defense Technical Information Center, January 2011. http://dx.doi.org/10.21236/ada540430.

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4

Wang, Yao, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Jeremy Hunter. Pile Stability Analysis in Soft or Loose Soils: Guidance on Foundation Design Assumptions with Respect to Loose or Soft Soil Effects on Pile Lateral Capacity and Stability. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317387.

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The design of laterally loaded piles is often done in practice using the p-y method with API p-y curves representing the behavior of soil at discretized points along the pile length. To account for pile-soil-pile interaction in pile groups, AASHTO (2020) proposes the use of p-multipliers to modify the p-y curves. In this research, we explored, in depth, the design of lateral loaded piles and pile groups using both the Finite Element (FE) method and the p-y method to determine under what conditions pile stability problems were likely to occur. The analyses considered a wide range of design scenarios, including pile diameters ranging from 0.36 m (14.17 inches) to 1.0 m (39.37 inches), pile lengths ranging from 10 m (32.81 ft) to 20 m (65.62 ft), uniform and multilayered soil profiles containing weak soil layers of loose sand or normally consolidated (NC) clay, lateral load eccentricity ranging from 0 m to 10 m (32.81 ft), combined axial and lateral loads, three different pile group configurations (1×5, 2×5, and 3×5), pile spacings ranging from 3 to 5 times the pile diameter, two different load directions (“strong” direction and “weak” direction), and two different pile cap types (free-standing and soil-supported pile caps). Based on the FEA results, we proposed new p-y curve equations for clay and sand. We also examined the behavior of the individual piles in the pile groups and found that the moment applied to the pile cap is partly transferred to the individual piles as moments, which is contrary to the assumption often made that moments are fully absorbed by axial loads on the group piles. This weakens the response of the piles to lateral loading because a smaller lateral pressure is required to produce a given deflection when moments are transferred to the head of the piles as moments. When the p-y method is used without consideration of the transferred moments, unconservative designs result. Based on the FEA results, we proposed both a new set of p-multipliers and a new method to use when moment distribution between piles is not known, using pile efficiency instead to calculate the total capacity of pile groups.
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5

Restrepo, J. M., and J. L. Bona. Discretization of a model for the formation of longshore sand ridges. Office of Scientific and Technical Information (OSTI), January 1994. http://dx.doi.org/10.2172/204227.

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Restrepo, J. M., and J. L. Bona. Model for the formation of longshore sand ridges on the continental shelf. Office of Scientific and Technical Information (OSTI), January 1994. http://dx.doi.org/10.2172/205053.

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7

Restrepo, J. M., and J. L. Bona. Model for the Formation and Evolution of Sand Ridges on the Continental Shelf. Fort Belvoir, VA: Defense Technical Information Center, October 1992. http://dx.doi.org/10.21236/ada256618.

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8

Gomez, Jesus E., George M. Filz, and Robert M. Ebeling. Extended Load/Unload/Reload Hyperbolic Model for Interfaces: Parameter Values and Model Performance for the Contact Between Concrete and Coarse Sand. Fort Belvoir, VA: Defense Technical Information Center, December 2000. http://dx.doi.org/10.21236/ada392683.

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Amos, C. L. The Comparison Between Observed and Predicted Sediment Transport For the Radio-Active Sand Tracer Study and SED1D Model Upgrading. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 1986. http://dx.doi.org/10.4095/126107.

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Restrepo, J. M., and J. L. Bona. Structure and behavior of triad interactions for a Boussinesq system arising in a model for the formation sand ridges. Office of Scientific and Technical Information (OSTI), June 1993. http://dx.doi.org/10.2172/205209.

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