Academic literature on the topic 'Pile-soil interface'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the lists of relevant articles, books, theses, conference reports, and other scholarly sources on the topic 'Pile-soil interface.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Journal articles on the topic "Pile-soil interface"
1
Di Donna, Alice, Alessio Ferrari, and Lyesse Laloui. "Experimental investigations of the soil–concrete interface: physical mechanisms, cyclic mobilization, and behaviour at different temperatures." Canadian Geotechnical Journal 53, no. 4 (April 2016): 659–72. http://dx.doi.org/10.1139/cgj-2015-0294.
Full textAbstract:
Behaviour of the pile–soil interface is important to correctly predict the response of floating piles in terms of displacement and lateral friction. Regarding energy piles, which couple the structural roles of deep foundations with the principle of shallow geothermal energy, the response of pile–soil interfaces is influenced by seasonal and daily cyclic thermal variations. Accordingly, the goal of this paper is to experimentally investigate the response of the pile–soil interface at different temperatures. This experimental campaign aims to analyse (i) the cyclic mobilization of the shear strength of the soil–pile interface that is induced by thermal deformation of the pile and (ii) the direct influence of temperature variations on the soil and soil–pile interface behaviour. In this study, a direct shear device was developed and calibrated for nonisothermal soil–structure interface testing. It appears that the sand–concrete interface was affected by cyclic degradation but not affected directly by temperature. Conversely, the response of the clay–concrete interface changed at different temperatures, showing an increase of strength with increasing temperature, presumably due to the effects of temperature on clay deformation.
2
Zhang, Dan, Yulong Gao, Guangya Wang, and Guanzhong Wu. "Apparatus development for contact mechanics of energy pile-soil interface." E3S Web of Conferences 205 (2020): 05009. http://dx.doi.org/10.1051/e3sconf/202020505009.
Full textAbstract:
An Energy Pile-Soil Interface Characteristic Apparatus (EPSICA) was developed to investigate the contact mechanics of the pile-soil interface. In the center of the apparatus, there is an energy pile model, around which different soil can be filled to simulate pile in different subsoil. The soil can be saturated. By applying loads on the top of the soil, the different depths were simulated. The temperature of energy piles was controlled by the cycling fluid with a water bath. The Pt100 sensors were installed in the pile and soil to measure the temperature changes. The miniature earth pressure cells were installed on the pile surface to measure the normal stress of the pile-soil interface. The FBG quasi-distributed optical fiber technology was used to measure the hoop strain to evaluate the circumferential deformation of the pile model. Taking the sand foundation as an example, the mechanical behavior of pile-soil contact behavior during the heating and cooling cycle was studied based on the temperature of pile and soil, normal stress of pile-soil interface and hoop strain of pile. The developed apparatus provides a new method for the study of thermos-mechanical behavior of energy pile.
3
Wang, Yonghong, Xueying Liu, Mingyi Zhang, Suchun Yang, and Songkui Sang. "Field Test of Excess Pore Water Pressure at Pile–Soil Interface Caused by PHC Pipe Pile Penetration Based on Silicon Piezoresistive Sensor." Sensors 20, no. 10 (May 16, 2020): 2829. http://dx.doi.org/10.3390/s20102829.
Full textAbstract:
Prestressed high-strength concrete (PHC) pipe pile with the static press-in method has been widely used in recent years. The generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking have an important influence on the pile’s mechanical characteristics and bearing capacity. In addition, this can cause uncontrolled concrete damage. Monitoring the change in excess pore water pressure at the pile–soil interface during pile jacking is a plan that many researchers hope to implement. In this paper, field tests of two full-footjacked piles were carried out in a viscous soil foundation, the laws of generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking were monitored in real time, and the laws of variation in excess pore water pressure at the pile–soil interface with the burial depth and time were analyzed. As can be seen from the test results, the excess pore water pressure at the pile–soil interface increased to the peak and then began to decline, but the excess pore water pressure after the decline was still relatively large. Test pile S1 decreased from 201.4 to 86.3 kPa, while test pile S2 decreased from 374.1 to 114.3 kPa after pile jacking. The excess pore water pressure at the pile–soil interface rose first at the initial stage of consolidation and dissipated only after the hydraulic gradient between the pile–soil interface and the soil surrounding the pile disappeared. The dissipation degree of excess pore water pressure reached about 75–85%. The excess pore water pressure at the pile–soil interface increased with the increase in buried depth and finally tended to stabilize.
4
Wang, Dong, Jian Xin Zhang, Bin Tian, and Jia Cao. "The Contrastive Research of Direct Shear Test on Different Pile-Soil Interface." Applied Mechanics and Materials 90-93 (September 2011): 1743–47. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1743.
Full textAbstract:
In order to discuss the friction resistance properties between pile and soil, three groups of shear laboratory tests of pile-soil interface are adopted among concrete-soil , steel-soil and plastic(HDPE)-soil, and each test applies six normal stresses. The result indicates that with the growth of normal stress, the shear strength of pile-soil are increased; under the same normal stress, there is little change in frontal parts of curve with shear stress and displacement, but the rest of curve have a striking change along with the increase of normal stress; when the normal stress is less, the shear stress of different interfaces have little change; when the normal stress is greater, it shows that the shear strength of HDPE-soil interface is the greatest.
5
Hu, Wei, Ya Hui Zhang, and Ying Zhang. "The Influence Analysis of Mechanical Behavior between Pile and Soil on End Bearing Pile Foundation’s Dynamic Characteristic." Applied Mechanics and Materials 580-583 (July 2014): 1481–85. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.1481.
Full textAbstract:
Dynamic structural model of saturated soil was introduced, and combining with the finite element program, the finite-infinite element models of end bearing pile foundations was established. Four models of interface between pile and soil including absolutely jointed, slippage, crack, both slippage and crack were considered to study the interface’s effect on pile foundation’s dynamic characteristics. The results were as follows: the interface’s mechanical behavior has a little influence on the distributions of pile section’s shearing stress and horizontal displacement. Pile section’s shearing stress reaches the maximum near the ground surface when interface is slippage or crack, and reaches the minimum ones when interface is absolutely jointed. Horizontal displacement could be divided into two phases and the ground surface is the dividing line. The interface’s behavior greatly changes the distribution of acceleration time-history curve. To different models, the maximum acceleration all appears at the ground surface. On the whole, the interface’s behavior has significant influence on end bearing pile, which should be pay attention in the design from now on.
6
Lei, Qing Guan, Qin Jie Dai, and Jian Guo Wang. "Pile-Soil Interaction Numerical Simulation Analysis of the Surface to Surface Contact Elements." Advanced Materials Research 461 (February 2012): 733–37. http://dx.doi.org/10.4028/www.scientific.net/amr.461.733.
Full textAbstract:
Based on the experimental data in the literature, contact elements were used in the pile-soil interface and the pile-soil interaction was simulated by ANSYS in this paper. Compared with theoretical analysis of the literature, the effects of pile-soil interface on the mechanical parameters of contact elements under the pile-soil vertical load and soil physical parameters were obtained by ANSYS simulation. The results can be a guiding on the reasonable choice of parameters under complex loads.
7
Wang, You-Bao, Chunfeng Zhao, and Yue Wu. "Study on the Effects of Grouting and Roughness on the Shear Behavior of Cohesive Soil–Concrete Interfaces." Materials 13, no. 14 (July 8, 2020): 3043. http://dx.doi.org/10.3390/ma13143043.
Full textAbstract:
Grouted soil–concrete interfaces exist in bored piles with post-grouting in pile tip or sides and they have a substantial influence on pile skin friction. To study the effect of grouting volume on the shearing characteristics of the interface between cohesive soil and concrete piles with different roughness, grouting equipment and a direct shear apparatus were combined to carry out a total of 48 groups of direct shear tests on cohesive soil–concrete interfaces incorporating the grouting process. The test results showed that the shear behavior of the grouted cohesive soil–concrete interface was improved mainly because increasing the grouting volume and roughness increased the interfacial apparent cohesion. In contrast, increasing the grouting volume and roughness had no obvious increasing effects on the interfacial friction angle. Interfacial grouting contributed to the transition in the grouted cohesive soil from shrinkage to dilation: as the grouting volume increased, the shrinkage became weaker and the dilation became more obvious. The shear band exhibited a parabolic distribution rather than a uniform distribution along the shearing direction and that the shear band thickness was greater in the shearing direction, and it will become thicker with increasing grouting volume or roughness. The analysis can help to understand the shear characteristics of soil–pile interface in studying the vertical bearing properties of pile with post-grouting in tip or sides.
8
Zhou, Kun, Linhua Chen, Xiangyu Gu, and Qi Zhang. "Research on Uplift Bearing Performance of Assembled Steel Pipe Pile used in Transmission Lines in Mountainous Terrain." MATEC Web of Conferences 275 (2019): 03008. http://dx.doi.org/10.1051/matecconf/201927503008.
Full textAbstract:
Assembled steel pipe pile, which is a novel pile foundation, is developed in the paper. The ultimate uplift bearing capacity of the pile is proposed, and simulation by Plaxis3D and the corresponding experiment are performed to verify the theory. In the simulation, ultimate uplift bearing capacity of the assembled steel pipe pile and ultimate lateral frictional resistance of the interface of pile-soil increases with the increasing of the strength and stiffness of the interface of pile-soil, and with the increasing of length-diameter ratio, ultimate uplift bearing capacity of the assembled steel pipe pile increases while the ultimate lateral frictional resistance decreases gradually. The ultimate lateral friction is influenced by both of the strength of the soil around the pile and the interface of pile-soil, and the ultimate uplift bearing capacity obtained by simulation and theoretical calculation are close. Long-gauge FBG sensors are used in the experiment for measuring the longitudinal strain of the pile, and the error of ultimate uplift bearing capacity between the results of experiment and theory is less than 10%.
9
Tan, Feng, Tai Quan Zhou, and Chen Li. "Finite Element Analysis for Pile Group Foundation Settlement in Soft Soil." Applied Mechanics and Materials 405-408 (September 2013): 168–72. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.168.
Full textAbstract:
The three-dimensional finite element model for pile group foundation settlement analysis within soft soil pile is developed using ABAQUS. The Cap plasticity model and the elastic model are used to model the soil and the pile respectively. The contact interface elements are installed between the pile and the soil interface. The undrained loading conditions and drainage loading conditions in the soft soil piled raft foundation settlement are analyzed respectively and computation results are compared. The results show that pile group foundation in soft soil settlements increase with load increasing in both the undrained conditions and drainage conditions. The bearing capacity of the pile group under the undrained conditions is larger than that under drained conditions with the same pile group. The pile group settlement under the undrained conditions is smaller than that under drained conditions.
10
Li, Xiao Peng, Ya Min Liang, Guang Hui Zhao, Xing Ju, Hao Tian Yang, and Quan Bin Wang. "Dynamic Characteristics of Machine-Pile-Soil Vibration System with Interface Friction Coupling." Materials Science Forum 773-774 (November 2013): 632–39. http://dx.doi.org/10.4028/www.scientific.net/msf.773-774.632.
Full textAbstract:
The efficiency of vibrating machines will be greatly improved with the proper working parameters. A new type of hydraulic vibration pile driver extractor is presented in this paper. The machine-pile-soil dynamic model of the hydraulic vibration pile driver extractor based on frictional forces and vibration coupling is established with frictional forces of the pile-soil contact surface and the resistance force of the pile-end. Furthermore, the nonlinear dynamical characteristics of the dynamic model are studied and the influences of different system working parameters on frictional forces of pile-soil interface, working efficiency and capability are discussed by numerical simulation. The different working parameters are exciting force, frequency and stiffness. The results show that the suitable parameters of the vibrating machine can change the soil characteristics and decrease the frictional forces of the pile-soil interface. The work can provide useful guidance for the research on the vibration friction, selection in the suitable parameters of interface surface in engineering and design in the development of such machines.
Dissertations / Theses on the topic "Pile-soil interface"
1
Sekulovic, Dejan. "Identification of modulus of subgrade reaction of soils at pile/soil interface." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0015/MQ52659.pdf.
Full text
2
Seward, Linda. "The effect of Continuous Flight Auger pile installation on the soil-pile interface in the Mercia Mudstone Group." Thesis, City, University of London, 2009. http://openaccess.city.ac.uk/18263/.
Full textAbstract:
The research reported in this dissertation examines the physical and chemical changes that occur to in situ soil at the soil-pile interface for continuous flight auger piles installed in the Mercia Mudstone Group. Four Continuous Flight Auger (CFA) piles were installed in the Gunthorpe Member of the Mercia Mudstone Group, central England. The effect on the soil-pile interface of overrotation of the auger during installation, and the addition of water during installation were investigated. Once the piles had been left to cure, they were excavated and returned to City University, London, with the surrounding soil. The excavated piles and soil were examined using a variety of microscopic and macroscopic techniques including inductively coupled plasma spectroscopy (ICP) and X-ray diffraction (XRD); with water contents, chemical content (ICP) and mineralogical content (XRD) tested. Plastic index and particle size distribution tests were used to show the physical effects of piling on the host soil and preliminary strength testing was carried out to provide insight into the strength characteristics of the soil surrounding the pile. In all four piles a distinct zone of remoulding was observed around the pile shaft. In each case the remoulded zone was a brown to red, clay rich layer varying between 0mm and 55mm in thickness. In almost all cases this remoulded zone had a structure and fabric which was not related to the in situ soil. Around all piles it was further noted that vertical fissures were present, and fanned out from the pile shaft in a clockwise direction. Two of the piles were installed with the addition of water. Around these piles it was noted that the remoulded layer often split into two or three distinct layers, with one of these layers often containing millimetre scale aggregations of green silt. Tests showed a higher percentage of clays present within this remoulded zone, and indicated that SiO2 (a major rock forming element and considered by some authors to be an aggregating agent within the Mercia Mudstone Group) was more abundant within remoulded than undisturbed soil. The clay fraction showed a low abundance of high swelling clays in all cases. It was concluded that installing piles within the Mercia Mudstone Group causes remoulding of the soil directly adjacent to the pile shaft. The least remoulding occurred when the pile was augered normally with no added water. All four remoulded zones contained fissures, fanning clockwise from the pile, however, these were more pronounced in the dry piles, while the wet piles had a more massive, granular texture to the remoulded zone. For all piles, except the pile which was over-rotated and installed with no added water, the percentage of clays within the remoulded zone was greater than outside the remoulded zone. This indicates that the aggregates of clays found naturally within the Mercia Mudstone Group may be split into their constituent clays during the piling process.
3
Al-Younis, Mohamad Jawad K. Essa. "Effect of Soil-Structure Interaction on the Behavior of Offshore Piles Embedded in Nonlinear Porous Media." Diss., The University of Arizona, 2013. http://hdl.handle.net/10150/283608.
Full textAbstract:
Pile foundations that support offshore structures are required to resist not only static loading, but also dynamic loading from waves, wind and earthquakes. The purpose of this study is to gain a better understanding of the behavior of offshore piles under cyclic or dynamic loading using the finite element approach. To achieve this goal, an appropriate constitutive model is required to simulate the behavior of soils and interfaces. The DSC constitutive model is developed for saturated interfaces to study the behavior under severe shear deformation at the soil-pile interface. Monotonic and cyclic simple shear experiments are conducted on Ottawa sand-steel interfaces under drained and undrained conditions using the Cyclic-Multi-Degree-of-Freedom shear device with porewater pressure measurement (CYMDOF-P). The effect of various parameters such as normal stress, surface roughness of steel, type of loading, and the amplitude and frequency of the applied displacement in two-way cyclic loading are investigated. The data from the simple shear tests on saturated interfaces are used to calculate the parameters in the DSC model. The resulting parameters are then used to verify the DSC model by back predicting tests from which parameters are determined and independent tests that are not used in parameters determination. The model predictions, in general, were found to provide a highly satisfactory correlation with the observations. In the context of DSC, the concept of critical disturbance is developed to identify initiation of liquefaction in saturated Ottawa sand-steel interfaces. This method is based on using microstructural changes in material as an indication of liquefaction identification. The finite element method, along with DSC constitutive model, is used to investigate the response of offshore piles to dynamic loading. These include cyclic loading of axially loaded instrumented pile in clay and full-scale laterally loaded pile in sand. The DSC model is used to model the nonlinear behavior of saturated soils and interfaces. A nonlinear dynamic finite element program DSC-DYN2D based on the DSC modeling approach and the theory of nonlinear porous media is used for this purpose. Results from numerical solutions are compared with field measurements. Strong agreement between numerical predictions and field measurements are an indication of the ability to solve challenging soil-structure interaction problems.Based on the results of this research, it can be stated that the finite element-DSC model simulation allows realistic prediction of complex dynamic offshore pile-soil interaction problems, and is capable of characterizing behavior of saturated soils and interfaces involving liquefaction.
4
Vasilescu, Andreea-Roxana. "Design and execution of energy piles : Validation by in-situ and laboratory experiments." Thesis, Ecole centrale de Nantes, 2019. http://www.theses.fr/2019ECDN0015/document.
Full textAbstract:
Les pieux énergétiques représentent une solution alternative intéressante, face à l’accroissement des besoins mondiaux en énergie et à la réduction de l’utilisation des énergies fossiles. L’objectif principal de la thèse est d’identifier et de quantifier les principaux facteurs influençant le dimensionnement des pieux géothermiques, qui sont impactés par les changements de température des pieux lors de leur activité. Pour ce faire, ce travail de thèse a été dressé en 3 campagnes expérimentales, dont deux à échelle réelle : (i) une première campagne à chargement thermomécanique contrôlé (Marne La Vallée), (ii) une seconde campagne en conditions d’utilisation réelles sous une station d’épuration (Sept Sorts) et (iii) une troisième campagne à l’échelle du laboratoire grâce à une nouvelle machine de cisaillement direct d’interface permettant l’étude du comportement thermo mécanique des interfaces sol-structure. Ces trois campagnes expérimentales ont pour but de quantifier l’effet de la température et des cycles de température sur le comportement des pieux énergétiques. Les premiers résultats expérimentaux de la campagne de Sept Sorts ont ensuite été simules dans le code LAGAMINE via la méthode des éléments finis, afin d’adopter une approche complémentaire permettant de mieux appréhender la réponse thermomécanique de ce type de pieu lors de l’activation géothermique. et (iii) une troisième campagne à l’échelle du laboratoire grâce à une nouvelle machine de cisaillement direct d’interface permettant l’étude du comportement thermo mécanique des interfaces sol-structure. Ces trois campagnes expérimentales ont pour but de quantifier l’effet de la température et des cycles de température sur le comportement des pieux énergétiques. Les premiers résultats expérimentaux de la campagne de Sept Sorts ont ensuite été simules dans le code LAGAMINE via la méthode des éléments finis, afin d’adopter une approche complémentaire permettant de mieux appréhender la réponse thermomécanique de ce type de pieu lors de l’activation géothermiqueEnergy piles, also called thermo-active piles, are an alternative solution to the increase in the global energy demand as well as in mitigating socio-economical stakes concerning the increase of energy costs due to fossil fuels. Energy piles are double purpose structures that allow transferring the loads from the superstructure to the soil and that integrate pipe circuits allowing heat exchange between the pile and the surrounding ground. The objective of this thesis is to identify and quantify the principal parameters involved in the geotechnical design of pile foundations impacted by temperature changes associated with geothermal activation. For this purpose, this research work was organized in 3 experimental campaigns: (i) A full scale load controlled test at Ecole des Ponts Paris-Tech, (ii) Full scale energy piles monitoring under real exploitation conditions at Sept Sorts, (Seine et Marne, France), (iii) Laboratory tests in order to assess the effect of temperature and temperature cycles at the soil-pile interface. The experimental results are used to estimate the effect of geothermal activation of a pile foundation, on its bearing capacity as well as on its long-term exploitation. Finally, preliminary numerical simulations were performed using a thermo-hydro mechanical model, using the finite element method code LAGAMINE able to capture the main phenomena
5
Forni, Fabio. "Investigating the axial response of pile foundations for offshore wind turbines." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.
Find full textAbstract:
I crescenti problemi legati ai cambiamenti climatici rendono l'impiego delle energie rinnovabili sempre più interessante.
In questa ottica, in Germania si sta pianificando di aumentare la produzione di energia pulita attraverso lo sfruttamento dell’energia eolica. Nuovi impianti di turbine eoliche sono previsti nel Mare del Nord in acque medio profonde (25-45m) dove la parte immersa della struttura della turbina eolica (chiamata sottostruttura) è spesso costituita da una struttura jacket (traliccio) o tripod (a treppiedi). Questo tipo di sottostrutture trasmettono principalmente carichi assiali alle fondazioni (in genere fondazioni su palo), e il carico a trazione è la forza che maggiormente ne influenza il dimensionamento.
Molte compagnie energetiche tedesche sono interessate a migliorare l’efficienza e i costi dei loro impianti eolici e, per questo, incaricano università ed istituti di ricerca (come il Fraunhofer IWES) per indagarne gli aspetti, come ad esempio il comportamento delle fondazioni offshore.
All’autore di questa tesi è stata data l’opportunità di studiare e lavorare al Fraunhofer IWES e perciò questa tesi tratterà del compramento di pali caricati assialmente e staticamente pensati per sottostrutture jacket o tripod per turbine eoliche.
Nello studio effettuato per questa tesi, i dati seprimentali, ottenuti da una campagna sperimentale condotta (in larga scala 1:10 1:5) su pali infissi in terreno sabbioso, sono confrontati attraverso l’impiego delle load-transfer curves (funzioni che descrivono il comportamento d’interfaccia palosuolo) usando sia un’approccio classico (fornito dal metodo di calcolo API Main Text) sia approcci più recenti (dati dai metodi di calcolo CPT).
Uno script Matlab creato appositamente dall’autore di questa tesi riesce ad implementare 11 diversi tipi di load-transfer curves. Il lavoro di tesi si conclude con un esempio pratico in grado di fornire un’idea di come questo script può essere usato nella progettazione.
6
Silva, Illanes Matias Felipe. "Experimental study of ageing and axial cyclic loading effect on shaft friction along driven piles in sands." Thesis, Grenoble, 2014. http://www.theses.fr/2014GRENI077/document.
Full textAbstract:
La capacité opérationnelle axiale en service de pieux battus reste une zone d'incertitude, en particulier pour les structures offshore. La recherche sur le terrain a montré que le frottement latéral peut augmenter au cours des mois ou des années après le battage. Si des tendances similaires se retrouvent dans des ouvrages offshore, les avantages en terme d'ingénierie de réalisation peuvent être très importants. D'autre part, les fondations sur pieux de plates-formes de gaz, de pétrole sont soumises à des chargements cycliques à long terme qui peuvent influencer leur capacité à l'arrachement. Les pieux battus en eau profonde connaissent un grand nombre de cycles complets de charge-décharge pouvant contribuer à la dégradation du frottement latéral lors de l'installation. Cette thèse vise à mieux comprendre les principaux résultats obtenus avec des pieux réels en sable siliceux, par le biais d'une recherche à échelle de laboratoire sous conditions environnementales contrôlées. Ce travail fait partie d'un programme de recherche commun entre le Laboratoire 3SR de Grenoble, l'Imperial College London, et le projet français de recherche ANR- SOLCYP. La réponse de l'interface sol-pieu lors de l'installation ainsi que les périodes de vieillissement et de chargements cycliques axiaux ont été étudiés au laboratoire en utilisant des pieux-modèles installés dans la chambre d'étalonnage de Grenoble. Plusieurs essais avec le pieu modèle Mini-ICP (instrumenté avec des capteurs de tension totale à la surface du pieu (SST) pour les mesures de contraintes radiales de cisaillement à 3 sections) ont permis l'analyse de chemin de contrainte locale à l'interface du pieu. Des capteurs miniatures ont en outre été installés dans le massif de sable pour une mesure de contrainte lors de l'installation du pieu et son chargement ultérieur. Les effets des méthodes d'installation, de la taille des particules de sable, ou de la saturation du sable et du chargement de l'environnement, ont été pris en compte pour le vieillissement de la capacité. Les évolutions locales de l'interface radiale et du cisaillement sont en accord avec les prédictions des méthodes de conception modernes basées sur le CPT. Des preuves d'effets d'échelle soulignent l'importance des conditions aux limites appliquées à la modélisation physique. Des séries d'essais non-alternés purement en traction, ainsi que des essais alternés ont été réalisés sous contrôle en charge ou en déplacement. Les mesures locales effectuées dans les chemins de contraintes effectives montrent une contraction radiale de la masse de sable au voisinage du pieu. Les incréments de l'amplitude de charge et du déplacement imposé accélèrent les taux de dégradation cyclique. Un nouveau diagramme de stabilité cyclique a été réalisé, en résumant les essais de chargement cycliques axiaux pour les pieux foncés et battus dans du sable siliceux moyennement dense. Des mécanismes complexes comme la rupture des grains et des changements de densité locale à l'interface du pieu peuvent affecter la réponse des pieux. La cinématique derrière leur installation et l'interaction avec le sol environnant reste encore très limitée. Comprendre comment un matériau granulaire interagit avec le pieu est important pour étudier la réponse globale du pieu. Les observations globales du comportement des pieux dans la chambre d'étalonnage ont été modélisées à une échelle micro en utilisant la tomographie aux rayons X du Laboratoire 3SR à Grenoble. Le programme expérimental comprenait des essais sur une chambre d'étalonnage modèle afin d'analyser le champ de déplacement lors de l'installation d'un pieu modèle, à l'aide des techniques de corrélation d'images (DIC) en trois dimensions. Des analyses micromécaniques d'échantillons «intacts» récupérés post mortem à l'interface du pieu ont été également effectuées pour mettre en évidence de possibles changements radiaux de densité ainsi que la rupture des grainsThe operational in-service axial capacity of driven piles remains an area of uncertainty, especially for offshore structures. Field research has demonstrated that axial shaft capacities may increase over the months or years after driving. If similar trends apply offshore, the realisable engineering benefits are very significant. On the other hand, the piled foundations of oil/gas platforms and wind/water turbines are subject to long term environmental and in service cyclic loading due for example to waves, vibrations and storms that may also affect their shaft capacity. Deep driven piles experience large numbers of full load-unload cycles that contribute to shaft capacity degradation during installation. This thesis aims to improve understanding of the main results obtained with full-scale piles in silica sand through a laboratory scale investigation performed under controlled environmental conditions. This work was part of a joint research programme between the Grenoble Laboratory 3SR and Imperial College London, and the French National SOLCYP research project. The response of the soil-pile interface during installation, ageing periods and cyclic loading tests have been studied using laboratory model piles installed in the large Grenoble Calibration Chamber. Several tests with the Mini-ICP pile allow the analyses of local stress path at the pile's interface. This model pile is instrumented with surface stress transducers (SST) for local measurements of total and radial shear stresses at 3 different sections along the pile's shaft. In addition, miniature soil stress transducers were installed into the sand mass for total stress measurements during pile installation and loading. Possible ageing effects as installation methods, sand particle size, sand saturation and environmental loading were studied. Local evolution of interface radial and shear stresses agree with predictions from modern CPT based design methods. Evidence of possible scale effects remark the importance of the boundary conditions applied in physical modelling. Series of one-way purely tensile and two-way axial cyclic loading tests were performed under load and displacement control. Local measurements made of the effective stress paths shows radial contraction of the sand mass in the vicinity of the pile. Increments in loading amplitude and imposed displacements accelerate cyclic degradation rates. A new interactive shaft stability chart was produced as a summary of axial cyclic loading tests for both jacked and driven piles in medium dense silica sand. Laboratory tests confirm findings from field tests where one-way low amplitude cycles lead to beneficial increases in tensile pile capacity of up to 20%. Complex mechanisms as grain breakage and local density changes at the pile's interface. The kinematics behind the installation of piles and its interaction with the surrounding soil is still limited. Understanding how granular material interacts with the pile may reveal important to understand the global pile response. The global observations of the pile behaviour from calibration chamber tests were modelled at a micro scale using Micro Computed Tomography at the Grenoble Laboratory 3SR. The experimental campaign included tests on a model calibration chamber devoted to the displacement field analyses during the installation of a model piles using three dimensional (3D) digital image correlation (DIC). Micromechanical analysis of « intact » post-mortem samples recovered at the pille's interface were also conducted for evidences of radial density gradient and grain breakage
7
Yavari, Neda. "Aspects géotechniques des pieux de fondation énergétiques." Thesis, Paris Est, 2014. http://www.theses.fr/2014PEST1160/document.
Full textAbstract:
L'efficacité de pieux géothermiques (e.g. énergétiques) a été examinée et validée par de nombreuses études à partir de points de vue environnemental et énergétique jusqu'à présent. Néanmoins, la technologie des pieux géothermiques est encore peu connue et rarement appliquée dans la construction, notamment en France comparée à d'autres pays européens. La raison principale du manque d'attention peut être la connaissance limitée sur les impacts du chargement thermomécanique sur le comportement du pieu et celui du sol environnant. Cette thèse vise à étudier les aspects géotechniques des pieux géothermiques grâce aux modélisations physiques et numériques. Un modèle physique est développé afin de mieux connaitre l'interaction sol/pieu sous chargement thermomécanique. Le modèle est composé d'un pieu énergétique équipé des tubes d'échangeur de chaleur, installé dans un sol compacté. Le pieu a d'abord été installé dans un sable sec, puis dans une argile saturée ; il a ensuite été chargé mécaniquement et soumis à des cycles thermiques. L'effet de la charge mécanique, du nombre de cycles thermiques et du type de sol a été étudié. Les résultats montrent la génération de tassements irréversibles au cours des cycles thermiques, dont la quantité augmente avec l'augmentation de la charge en têtes du pieu. La pression totale dans le sol à proximité de la surface du pieu ne change pas par refroidissement et chauffage, tandis que la pression totale au-dessous du pieu augmente progressivement à mesure que les cycles thermiques poursuivent. Les expériences montrent aussi l'évolution des profils de la force axiale avec la température ; la force axiale dans le pieu augmente pendant le refroidissement et diminue pendant l'échauffement. Les comportements au cisaillement du sol (mêmes sols que ceux utilisés dans la première partie) ainsi que de l'interface sol/béton ont été évalués à différentes températures. Pour ce faire, un appareil de cisaillement conventionnel a été équipé d'un système de contrôle de température. Le sol (et l'interface sol/béton) a été soumis à une gamme de contraintes relativement faibles. La consolidation thermique a été effectuée selon un protocole particulier. Il a été observé que l'angle de frottement et la cohésion de matériaux utilisés ne changent pas sensiblement avec température. L'étude numérique a débuté par la simulation d'essais existants dans la littérature sur des pieux énergétiques en appliquant une méthode simplifiée via un code de calcul basé sur la méthode des éléments finis et assez répandu dans la profession. Le changement de la température est simulé en imposant au pieu des déformations volumétriques calculées à partir du coefficient de dilatation thermique du matériau. La méthode prédit correctement le comportement de certains pieux énergétiques à grande échelle en termes de contrainte axiale et de déplacement en tête du pieu. Les résultats mettent en évidence le rôle important joué par le changement de volume du pieu induit par les variations thermiques sur son comportement mécanique. Dans un second temps, un autre code de calcul offrant la possibilité d'inclure les effets thermique a été utilisé pour la modélisation des essais effectués auparavant sur le modèle physique. Ainsi, en comparant aux modélisations numériques précédemment expliquées, le changement de volume du sol induit par les variations de température est également pris en compte. Les résultats numériques et expérimentaux sont ainsi comparés. On en déduit que le modèle numérique est capable de prédire le comportement des pieux sous chargement purement mécanique. En outre, en simulant des essais thermomécaniques, une bonne estimation du transfert thermique dans le sol est obtenue. En ce qui concerne le comportement mécanique du pieu au cours de cycles thermiques, le modèle numérique prédit bien le tassement progressif du pieu. Cependant, en termes de répartition de la force axiale, on obtient des résultats contradictoiresEnergy pile efficiency has been tested and validated by numerous studies from environmental and energy-related points of view until now. Nevertheless, energy pile technology is still more or less unknown and rarely applied in construction, especially in France compared to other European countries. The chief reason for this lack of attention might be the limited knowledge of the impact of the coupled thermo-mechanical loading on the behaviour of the pile and that of the surrounding soil. This thesis aims to study the geotechnical aspects of energy piles through physical modelling and some numerical investigations. A physical model is developed in order to better identify the soil/pile interaction under thermo-mechanical loading. The model is made up of a small pile equiped with a heat exchanger loop embedded in compacted soil. The pile was once installed in dry sand and then in saturated clay; it was then loaded mechanically and was subjected to thermal cycles. The effect of mechanical load value, number of thermal cycles and soil type is studied. The results show the appearance of irreversible settlements during thermal cycles, whose quantity increases as the pile head load increases. Total pressure in the soil close to the pile surface does not change by cooling and heating, while total pressure below the pile increases gradually as thermal cycles proceed. This is in accordance with the permanent downward movement of the pile within thermal cycles. Experiments also show the evolution of axial force profiles with temperature, axial force in the pile increases by cooling and decreases by heating. In another part of the experimental work, we focused on the soil/pile interface. The shear behaviour of the soil (the same as the soils used above) and that of the soil/concrete interface was evaluated at different temperatures. To do this, a conventional shear apparatus was equipped with a temperature control system. Soil (and soil/concrete interface) was subjected to a rather low range of stress. Thermal consolidation was performed according to a special protocol. It was observed that the soil friction angle and cohesion do not change considerably relative to temperature. The numerical study was initiated by simulating existing tests in the literature on energy piles through a finite element code well-known to engineers, applying a simplified method. The thermal load was simulated by imposing volumetric strains calculated from the coefficient of thermal expansion of the material on the pile. The method successfully simulates the behaviour of some full-scale energy piles in terms of axial strain and pile head displacement. The results highlight the important role played by the pile thermal volume change on the mechanical behaviour of the energy pile under various thermo-mechanical loadings. In the second stage, another numerical code with the possibility of including temperature effects was used for modelling the tests formerly performed on the physical model. Thus, compared to the first numerical attempts, the soil thermal volume change is also taken into account. The numerical results were compared with the experimental ones obtained from physical modelling. It was deduced that the numerical model could simulate correctly the pile behaviour under purely mechanical loading. Also, simulating thermo-mechanical tests, a good estimation of heat conduction in the soil was achieved numerically. Regarding the mechanical behaviour of the pile under thermal cycles, the numerical model adequately predicts the gradual ratcheting of the pile as observed in the experiments. However in terms of axial force distribution in the pile, the results from numerical modelling are different from the physical one
8
Chin, Victor B. L. "The dynamic response of pile-soil interfaces during pile driving and dynamic testing events." Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/9421.
Full text
9
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.
Full textAbstract:
Cette thèse se concentre sur la réponse des pieux installés dans le sable lorsqu'ils sont soumis à des actions verticales et en particulier concernant la pertinence du comportement volumétrique du sol sur cette réponse. À l'interface sol-pile, lorsque le sol est déformé par cisaillement, des déformations volumétriques (généralement dilatation) se produisent, ce qui provoque une importante variation de l'état de contrainte. Cela se fait à l'aide de modèles numériques par éléments finis en adoptant le modèle élastoplastique ECP, une loi constitutive réaliste pour décrire le comportement du sol dans le massif et celui se trouvant dans la zone où les déformations se localizent à l'interface sol-pieu. Ce modèle, formulé en contraintes effectives, est un modèle multiméchanismes qui tient compte des facteurs importants qui influencent le comportement du sol, comme l'élasticité non linéaire, la plasticité incrémentale ou la description de l'état critique. D'autres aspects importants, comme la distinction entre comportement dilatant et contractant, la définition de lois de flux ou distinction entre des différents états de compacité peuvent être considérés via les paramètres du modèle. Ce n'est qu'avec un modèle rhéologique avancé, capable de capturer le comportement réel du sol, qu'il sera possible de modéliser l'interaction sol-pieuThis thesis' focus is the response of non-displacement piles installed in sand when subjected to axial load, specifically in the relevance of soil's volumetric behavior on this response. At the soil-pile interface, when the soil is distorted by shear volumetric deformations (usually dilatation) occur, which causes a significant variation in the stress state. That is done with the support of finite element numerical models by adopting the elastoplastic ECP model, a realistic constitutive law for the soil and the soil-pile interface. This model, written in terms of effective stresses, is a multimechanisms model that takes into account important factors that influence soil behaviour, such as non-linear elasticity, incremental plasticity or the critical state definition. Other important aspects, such as the distinction between dilating or contractive behaviour, flow rule or density index, can be considered via the model parameters. Only with an advanced soil model, that captures the real behaviour of the soil, it is possible to model the involved phenomena
10
Song, Wei-Ya, and 宋維雅. "The Evaluation of Soil- Pile Interface Element." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/mv8gfh.
Full textAbstract:
碩士國立高雄應用科技大學
土木工程與防災科技研究所
102
In this study, it aims to determine the soil- pile interface parameter by using two commercial 3-D software, PLAXIS 3D and GROUP 8.0. The soil- pile model is defined under the same soil and structure conditions by both software and then results are compared. Results from GROUP analysis are used as a comparison target since there is no interface element in GROUP. Analytical outcome from conditions under different vertical or horizontal loads, pile lengths and soil conditions are examined and impact on soil- structure interaction from soil- pile interface element is evaluated. First of all, parametric study of soil- structure interface Rinter is carried out and it is found that limited impact on soil- structure interaction from change of Rinter, no matter loads on vertical and horizontal directions are applied. In addition, parametric study of layer dependent soil- structure parameter T is undertaken under conditions of various loads, pile lengths and soils, it is indicated that T can have more obvious impact on pile settlement once the vertical load is added but does not have significant influence on lateral displacement once the lateral load is applied. At the end, it is seen from analytical results that displacement of pile does not have any further change once T reaches certain level since the maximum friction force of pile has achieved. Keyword: Pile, soil- pile interface, numerical analysis
Book chapters on the topic "Pile-soil interface"
1
Doghman, M., Hussein Mroueh, and Sebastien Burlon. "Numerical Modelling of Soil-Pile Interface Response." In Challenges and Innovations in Geomechanics, 406–13. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64514-4_38.
Full text
2
Sharma, J. K., and Vaibhaw Garg. "Effect of Stiffening on Stress Distribution Along Soil–Granular Pile Interface." In Lecture Notes in Civil Engineering, 593–608. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6086-6_49.
Full text
3
Tan, S., J. Sun, and K. Ng. "Numerical simulation of strain softening behavior at pile-soil interface." In Numerical Methods in Geotechnical Engineering, 295–99. CRC Press, 2014. http://dx.doi.org/10.1201/b17017-54.
Full text
4
Stutz, H., F. Wuttke, and T. Benz. "Extended zero-thickness interface element for accurate soil–pile interaction modelling." In Numerical Methods in Geotechnical Engineering, 283–88. CRC Press, 2014. http://dx.doi.org/10.1201/b17017-52.
Full textConference papers on the topic "Pile-soil interface"
1
Qian, J. G., H. W. Chen, M. S. Huang, Y. Y. Hu, and D. Z. Kong. "Numerical Modeling Pile-Soil Interface of Grouting Screw Uplift Pile." In International Symposium on Advances in Foundation Engineering. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4623-0_129.
Full text
2
Whelan, Matthew J., and Kerop D. Janoyan. "Mobilization of Component Interface Stresses Between Soil and Pile Under Lateral Loading." In Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40778(157)25.
Full text
3
Baykal, Go¨khan, and Ays¸e Edinc¸liler. "Clay-Concrete Pile Interface in Various Marine Environments." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-80033.
Full textAbstract:
The interface shear strength between soil and concrete is an important design parameter for the calculation of the capacity of a pile. Due to small displacements required for the mobilization of the friction capacity of piles, the interface shear strength is a reliable parameter for the determination of axial pile capacity. For bored piles the end bearing capacity development requires large displacements for full mobilization. In the coastal regions piles are frequently used as deep foundation systems for several near shore and marine structures. The effect of different salt contents of various marine environments on the interface shear strength of pile soil interface is investigated. The objective of this study is to evaluate the interface properties between kaolinite clay sedimented at different salt contents and concrete to model the piles constructed in various marine environments ranging from Black Sea with the lowest salt content to Red Sea with the highest salt content. Kaolinite clay is mixed with marine salt and water at salt percentages of 0, 0.1, 0.2, 0.3, and 0.4 per cent by weight and the samples are placed in a consolidation cell. The mixtures are prepared at a water content of two times the liquid limit of kaolinite. The samples are consolidated at over consolidation ratios of 1, 2 and 4 to study the effect of stress history. Split samples are prepared having one half concrete and the other half clay. The direct shear test results revealed that the interface friction angle increased by increasing salt contents upto 20 per cent when compared to that of fresh water sedimented samples. The overconsolidation ratio did not cause a significant change in the interface properties for the case studied. The results of this preliminary study may help to understand better any change in salt content on the capacity of piles constructed at saline environments. Fresh water leaching of sediments formed at saline environments may be a concern when the capacity of piles is considered under such conditions.
4
Kullolli, Borana, Matthias Baeßler, Pablo Cuéllar, Shilton Rica, and Frank Rackwitz. "An Enhanced Interface Model for Friction Fatigue Problems of Axially Loaded Piles." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-96078.
Full textAbstract:
Abstract The shaft bearing capacity often plays a dominant role for the overall structural behaviour of axially loaded piles in offshore deep foundations. Under cyclic loading, a narrow zone of soil at the pile-soil interface is subject to cyclic shearing solicitations. Thereby, the soil may densify and lead to a decrease of confining stress around the pile due to micro-phenomena such as particle crushing, migration and rearrangement. This reduction of radial stress has a direct impact on the shaft capacity, potentially leading in extreme cases to pile failure. An adequate interface model is needed in order to model this behaviour numerically. Different authors have proposed models that take typical interface phenomena in account such as densification, grain breakage, normal pressure effect and roughness. However, as the models become more complex, a great number of material parameters need to be defined and calibrated. This paper proposes the adoption and transformation of an existing soil bulk model (Pastor-Zienkiewicz) into an interface model. To calibrate the new interface model, the results of an experimental campaign with the ring shear device under cyclic loading conditions are here presented. The constitutive model shows a good capability to reproduce typical features of sand behaviour such as cyclic compaction and dilatancy, which in saturated partially-drained conditions may lead to liquefaction and cyclic mobility phenomena.
5
Liu, Junwei, Mingming Wang, Fanxiu Chen, and Chunwei Zhang. "Numerical Simulation of Pile-Soil Interface Cyclic Weakening Effect by Particle Flow Code (PFC)." In International Conference on Geotechnical and Earthquake Engineering 2018. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482049.067.
Full text
6
Park, Taeyoon, Junhwan Jeon, Jung Kim, Sangbae Jeon, Bongjae Kim, and Dongyeon Lee. "Development of a Pile Mooring System for Large Scale FSRUs." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19179.
Full textAbstract:
Abstract In this paper, a pile mooring system is introduced as an alternative mooring solution for FSRU. Also, the methodologies of mooring analysis and structural analysis to verify a design of pile mooring system are introduced. The mooring performance of pile mooring system can be assessed by coupled mooring analysis considering stiffness of pile, resistance of soil and hull interface mechanism. The structural integrity of pile, foundation and hull interface can be assessed by non-linear contact finite element analysis. Using these methods, the basic design of pile mooring system for 160,000-CBM large scale FSRU is developed considering practical environmental conditions.
7
Kong, Gang-qiang, Qing Yang, and Mao-tian Luan. "Study on Negative Skin Friction of Pile Groups Considering Coupled Effect of Surface Load and Soil Consolidation." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79679.
Full textAbstract:
The study was performed based on an analysis of model test results of 3×3 pile group and confirmed the reliability and accuracy of determining negative skin friction (NSF) using numerical modeling of fluid-soild interaction. A 3D numerical model with surface load and soil consolidation was established using FLAC3D, which focused on the mechanism of NSF and its influence factors such as friction of pile-soil interface, spacing of pile and time of consolidation. The results obtained under different cases in an engineering practice were finally compared with measured and empirical data, showing that it is necessary to consider surface load and soil consolidation when dealing with NSF. The results also indicated the analysis with surface load and soil consolidation could simulate the developing process of NSF and produce a more accurate outcome — closer to measured data. The NSF increases rapidly at beginning and then slowly down, finally stabilized at a constant as soil consolidation progresses. Due to pile group effects, the piles at the centre had a smaller downdrag and settlement than those at corner or at edges; pile group effects became more obvious when pile spacing decreased.
8
Mostafa, Yasser E., and M. Hesham El Naggar. "Effect of Dynamic Behaviour of Piles on Offshore Towers Response." In ASME 2002 21st International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2002. http://dx.doi.org/10.1115/omae2002-28582.
Full textAbstract:
Pile foundations supporting offshore platforms and marine structures are required to resist dynamic lateral loading due to wind and wave forces. The response of a jacket offshore tower is affected by the foundation flexibility and the nonlinear behaviour of the supporting piles. In the present study, the soil resistance to the pile movement is modeled using dynamic p-y curves and t-z curves to account for soil nonlinearity and energy dissipation through radiation damping. The model also allows separation at the pile soil interface. The wave forces on the tower members and the tower response are calculated in the time domain using a finite element package (ASAS). The tower response is calculated with emphasis placed on the effects of dynamic pile-soil interaction on the tower performance and the forces acting on the piles for a range of wave conditions.
9
Abu Qamar, Mu’ath I., and Muhannad T. Suleiman. "Evaluating Effects of Cyclic Axial Loading on Soil-Pile Interface Properties Utilizing a Recently Developed Cyclic Interface Shear Test Device." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483404.033.
Full text
10
Le, Thi Minh Hue, Gudmund Reidar Eiksund, and Pål Johannes Strøm. "Characterisation of Residual Shear Strength at the Sheringham Shoal Offshore Wind Farm." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23195.
Full textAbstract:
For offshore foundations, the residual shear strength is an important soil parameter for the evaluation of installation resistance and axial pile capacity (for jacket foundation). Estimation of residual shear strength can be conducted in a shear box test in the conventional way, or with the introduction of an interface to evaluate the change in residual shear strength under influence of friction between soil and the interface. In addition, the residual effective friction angle can be measured in the ring shear test using the Bromhead apparatus. In this study, the three above-mentioned methods are employed to estimate the values of residual shear strength of two soil units: the Swarte Bank Formation and the Chalk Unit sampled from the Sheringham Shoal offshore wind farms. The Swarte Bank Formation is dominated by heavily over-consolidated stiff clay, while the Chalk Unit is characterized by putty white chalk which behaves in a similar manner to stiff clay if weathered, or to soft rock if unweathered. These soil units are located at the bottom of the soil profile at the Sheringham Shoal wind farm and hence are important in providing axial capacity to the foundation. Samples from the two soil units are tested and compared at different rates of shearing to evaluate the change in axial capacity and installation resistance of the offshore wind turbine foundations under various possible loading and drainage conditions. Comparison is also made between residual shear strength with and without a reconsolidation period to assess the potential for soil set-up and its influence on the soil capacity. The results show that, for both the clay and the chalk, the estimated residual shear strengths are quite similar between the conventional and interface shear tests and tend to increase with increasing shearing rate. This can be attributed to the increasing dominance of the turbulent shearing mode. Relative to the peak shear strength, the values of residual shear strength are approximately 5 to 35% lower in most cases. Reconsolidation for a period of 24 hours appears to have, if any, marginal positive effect on residual shear strength of the two soils in both shear box and interface shear box tests. The residual friction angles derived from the shear box and ring shear tests are comparable and fall in the immediate range of shear strength. The various test results imply that the pile foundations at the Sheringham Shoal would have considerably large axial capacity, assuming that the horizontal stress is similar to the normal stress used in testing. The test data however should be used with caution and combined with piling experience in comparable soils where possible. The study aims to provide a source of reference for design of pile foundations for sites with similar soil conditions.