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Добірка наукової літератури з теми "Soil-pile interaction in liquefiable"

Автор: Grafiati

Опубліковано: 11 вересня 2023

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Статті в журналах з теми "Soil-pile interaction in liquefiable"

1

Klar, Assaf, Rafael Baker, and Sam Frydman. "Seismic soil–pile interaction in liquefiable soil." Soil Dynamics and Earthquake Engineering 24, no. 8 (September 2004): 551–64. http://dx.doi.org/10.1016/j.soildyn.2003.10.006.

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2

Gowda, G. M. Basavana, S. V. Dinesh, L. Govindaraju, and R. Ramesh Babu. "Effect of Liquefaction Induced Lateral Spreading on Seismic Performance of Pile Foundations." Civil Engineering Journal 7 (March 12, 2022): 58–70. http://dx.doi.org/10.28991/cej-sp2021-07-05.

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Seismically active areas are vulnerable to liquefaction, and the influence of liquefaction on pile foundations is very severe. Study of pile-supported buildings in liquefiable soils requires consideration of soil-pile interaction and evaluation of the interaction resulting from movement of soil surrounding the pile. This paper presents the results of three-dimensional finite difference analyses conducted to understand the effect of liquefiable soils on the seismic performance of piles and pile groups embedded in stratified soil deposits using the numerical tool FLAC3D. A comparative study has been conducted on the performance of pile foundations on level ground and sloping ground. The soil model consists of a non-liquefiable, slightly cemented sand layer at the top and bottom and a liquefiable Nevada sand layer in between. This stratified ground is subjected to 1940 El Centro, 2001 Bhuj (India) earthquake ground motions, and harmonic motion of 0.3g acceleration. Parametric studies have been carried out by changing the ground slope from 0° to 10° to understand the effects of sloping ground on pile group response. The results indicate that the maximum bending moments occur at boundaries between liquefiable and non-liquefiable layers, and that the bending moment increases with an increase in slope angle. The presence of a pile cap prevents horizontal ground displacements at ground level. Further, it is also observed that the displacements of pile groups under sloping ground are in excess of those on level ground due to lateral spreading. Doi: 10.28991/CEJ-SP2021-07-05 Full Text: PDF

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3

Boulanger, Ross W., Daniel W. Wilson, Bruce L. Kutter, and Abbas Abghari. "Soil-Pile-Superstructure Interaction in Liquefiable Sand." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (January 1997): 55–64. http://dx.doi.org/10.3141/1569-07.

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Soil-pile-superstructure interaction in liquefiable sand is evaluated using dynamic centrifuge model tests and pseudostatic p-y analyses. Select recordings from a recent centrifuge test are presented to illustrate typical behavior with and without liquefaction in an upper sand layer. Pseudostatic p-y analyses of single-pile systems in two recent centrifuge model tests show that the apparent reduction in p-y resistance due to liquefaction was strongly affected by changes in the relative density of the sand and drainage conditions.

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4

Zhang, Xinlei, Zhanpeng Ji, Hongmei Gao, Zhihua Wang, and Wenwen Li. "Pseudo-Static Simplified Analysis Method of the Pile-Liquefiable Soil Interaction considering Rate-Dependent Characteristics." Shock and Vibration 2022 (May 9, 2022): 1–14. http://dx.doi.org/10.1155/2022/5915356.

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The lateral pressure generated by liquefied soil on pile is a critical parameter in the analysis of soil-pile interaction in liquefaction-susceptible sites. Previous studies have shown that liquefied sand behaves like a non-Newton fluid, and its effect on piles has rate-dependent properties. In this study, a simplified pseudo-static method for liquefiable soil-pile interaction analysis is proposed by treating the liquefied soil as a thixotropic fluid, which considers the rate-dependent behavior. The viscous shear force generated by the relative movement between the viscous fluid (whose viscosity coefficient varies with excess pore pressure and shear strain rate) and the pile was assumed to be the lateral load on the pile. The results from the simplified analysis show that the distribution of bending moment is in good agreement with experiments data. Besides, the effects of various parameters, including relative density, thickness ratio of nonliquefiable layer to liquefiable layer, and frequency of input ground motion, on the pile-soil rate-dependent interaction were discussed in detail.

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5

Yang, Zhao Hui, Xiao Yu Zhang, and Run Lin Yang. "Shake Table Modeling of Laterally Loaded Piles in Liquefiable Soils with a Frozen Crust." Applied Mechanics and Materials 204-208 (October 2012): 654–58. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.654.

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One of the most important lessons learned from Alaska’s two major earthquakes in history is that the lateral spreading of frozen crust overlying on liquefiable soils generates significant lateral forces and have induced wide bridge foundation damages. When the ground crust is frozen, its physical properties including stiffness, shear strength and permeability will change substantially. A shake table test was conducted to study the soil-pile interaction in liquefiable soils with a frozen crust. Cemented sands were used to simulate the frozen crust and have successfully captured the mechanical parameters of frozen soil. With the 2011 Japan Earthquake as the main input motion, the mechanism of frozen soil-pile interaction in liquefiable soils is clarified. A brief discussion of the recorded data is analyzed. It turned out the existence of frozen soil is essential to consider in future seismic design of bridge foundations in cold regions.

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6

Li, Pei Zhen, Da Ming Zeng, Sheng Long Cui, and Xi Lin Lu. "Parameter Identification and Numerical Analysis of Shaking Table Tests on Liquefiable Soil-Structure-Interaction." Advanced Materials Research 163-167 (December 2010): 4048–57. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4048.

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Using the parameter identification method of analysis on the test records of soil acceleration and pore water pressure from the shaking table tests for dynamic liquefiable soil-pile-structure interaction system, the dynamic properties of soil are obtained. Based on the recognized soil parameters, numerical simulation of liquefiable soil-pile-structure interaction test has been carried out. The results of the comparision of acceleration response and pore water pressure obtained from numerical simulation and tests show that the rule drawn from the numerical simulation is agreed well with those from the tests, though there are some disparities in quantity. So the reliability of parameter identification and numerical simulation technology in shaking table tests is validated. The result in this dissertation can be referred for future similar research.

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7

Zhang, Xinlei, Zhanpeng Ji, Jun Guo, Hongmei Gao, and Zhihua Wang. "Seismic Pile–Soil Interaction Analysis Based on a Unified Thixotropic Fluid Model in Liquefiable Soil." Sustainability 15, no. 6 (March 17, 2023): 5345. http://dx.doi.org/10.3390/su15065345.

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One of the challenges to the analysis of interactions between soil and piles in lateral spreading is the modeling of the progress generated by excess pore pressure and soil strength and stiffness degradation. In this paper, a pile–soil interaction analysis method that introduces the thixotropic-induced excess pore pressure model (TEPP) to describe the progressive development of the stress–strain rate connection of liquefying soil is proposed. The reliability of the method was verified by comparing the calculated results with that of the shake table test. Then, the parametric analyses of soil–pile interactions were carried out. The results show that the bending moment and horizontal displacement of pile foundations increase with the increase in superficial viscosity and inclination angle of the site. The horizontal dislocation and bending moment of the pile foundation increase with the decrease in loading frequency as a result of the property of amplifying low-frequency loads and filtering high-frequency loads of liquefied soil.

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8

Haigh, Stuart K., and S. P. Gopal Madabhushi. "Centrifuge modelling of pile-soil interaction in liquefiable slopes." Geomechanics and Engineering 3, no. 1 (March 25, 2011): 1–16. http://dx.doi.org/10.12989/gae.2011.3.1.001.

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9

Chang, Dongdong, Ross Boulanger, Scott Brandenberg, and Bruce Kutter. "FEM Analysis of Dynamic Soil-Pile-Structure Interaction in Liquefied and Laterally Spreading Ground." Earthquake Spectra 29, no. 3 (August 2013): 733–55. http://dx.doi.org/10.1193/1.4000156.

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A two-dimensional nonlinear dynamic finite element (FE) model was developed and calibrated against dynamic centrifuge tests to study the behavior of soil-pile-structure systems in liquefied and laterally spreading ground during earthquakes. The centrifuge models included a simple structure supported on pile group. The soil profiles consisted of a gently sloping clay crust over liquefiable sand over dense sand. The FE model used an effective stress pressure dependent plasticity model for liquefiable soil and a total stress pressure independent plasticity model for clay, beam column elements for piles and structure, and interface springs that couple with the soil mesh for soil-structure interaction. The FE model was evaluated against recorded data for eight cases with same set of baseline parameters. Comparisons between analyses and experiments showed that the FE model was able to approximate the soil and structural responses and reproduce the lateral loads and bending moments on the piles reasonably well.

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10

Tian, Li Hui, Guo Feng Bai, Bin Feng, Li Yuan Wang, and De Zhi Yang. "Scientific Problems on Seismic Resistance of Bridge of Pile Foundation in Liquefiable Site." Advanced Materials Research 594-597 (November 2012): 1707–12. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.1707.

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Aiming at the scientific goals of seismic resistance of bridge of pile foundation in liquefiable site, several scientific key problems were presented. Then, the following were analyzed in detail: Mechanism of large-scale table test on dynamic pile-soil-bridge interaction in liquefiable site; the Pyke’s modified dynamic constitutive model of soil; Kagawa’s p-y relation for analysis of piles lateral resistance behavior, and evaluation of degradation and velocity effect on piles vertical resistance. The results show that quasi-static and dynamic analysis need to be advanced for prediction of dynamic pile-soil-bridge interaction; the continuum media model based on Biot's dynamic coupled theory for two-phase porous media should be further developed; Kagawa’s p-y relation is the better choice for analysis of lateral resistance behavior of piles and should be improved, and liquefaction should be considered when analyzing the influences of degradation effect and velocity effect on the vertical resistance behavior of piles.

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Дисертації з теми "Soil-pile interaction in liquefiable"

1

Dash, Suresh R. "Lateral pile soil interaction in liquefiable soils." Thesis, University of Oxford, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.543468.

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2

Tang, Xiaowei. "Nonlinear Numerical Methods to Analyze Ground Flow and Soil-Pile Interaction in Liquefiable Soil." 京都大学 (Kyoto University), 2004. http://hdl.handle.net/2433/134545.

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3

Varun. "A non-linear dynamic macroelement for soil structure interaction analyses of piles in liquefiable sites." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34718.

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A macroelement is developed for soil-structure interaction analyses of piles in liquefiable soils, which captures efficiently the fundamental mechanisms of saturated granular soil behavior. The mechanical model comprises a nonlinear Winkler-type model that accounts for soil resistance acting along the circumference of the pile, and a coupled viscous damper that simulates changes in radiation damping with increasing material non-linearity. Three-dimensional (3D) finite element (FE) simulations are conducted for a pile in radially homogeneous soil to identify the critical parameters governing the response. The identified parameters, i.e., hydraulic conductivity, loading rate of dynamic loading, dilation angle and liquefaction potential are then expressed in dimensionless form. Next, the macroelement parameters are calibrated as a function of the soil properties and the effective stress. A semi-empirical approach that accounts for the effects of soil-structure interaction on pore pressure generation in the vicinity of pile is used to detect the onset of liquefaction. The predictions are compared with field data obtained using blast induced liquefaction and centrifuge tests and found to be in good agreement. Finally, the macroelement formulation is extended to account for coupling in both lateral directions. FEM simulations indicate that response assuming no coupling between the two horizontal directions for biaxial loading tends to overestimate the soil resistance and fails to capture features like 'apparent negative stiffness', 'strain hardening' and 'rounded corners'.

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4

Chian, Siau Chen. "Floatation of underground structures in liquefiable soils." Thesis, University of Cambridge, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.610082.

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5

Chaudhry, Anjum Rashid. "Static pile-soil-pile interaction in offshore pile groups." Thesis, University of Oxford, 1994. http://ora.ox.ac.uk/objects/uuid:7b4c8d56-184f-4c8d-98c9-2d9c69a1ef55.

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This thesis is a theoretical study, using both finite element and boundary element methods, of the behaviour of single-piles and pile groups under vertical and lateral loading. It offers an improved understanding of the soil-structure interaction that occurs in pile groups, particularly closely spaced piles subjected to lateral loads. The potential of a two- dimensional idealisation of what is a three-dimensional problem is demonstrated by achieving real insight into the complex nature of pile-soil and pile-soil-pile interaction in pile groups. A new load transfer mechanism is presented for a rigid, axially loaded vertical pile. From this an improvement is then derived to the analytical solution for pile head settlement given by Randolph and Wroth (1978). The improved mechanism has the further merit that it can be applied also to solutions for flexible piles and pile groups. The improved analytical solution is further adapted in the development of two correcting layers specifically for vertically loaded piles to model infinite boundaries in the finite element model. The correcting layers help in establishing superiority of the finite element method over the boundary element method. To model pile-soil interaction, a purely cohesive interface element is developed and then validated by performing various two-dimensional test problems, including stability analysis of flat surface footings. Footing-soil interface tension is successfully modelled in this way - an outcome that entails a significant modification to the Hansen (1970) bearing capacity solution. Stability analysis is also carried out of conical footings using a three-dimensional finite element model: the results help to explain the applicability of the existing bearing capacity theories to conical footings. The ultimate lateral soil reaction is determined and various pile loading stages are investigated through parametric studies. Study of the stage immediately following pile installation (i.e. the consolidation stage) highlights the need to develop an effective stress analysis for laterally loaded piles. Pile-soil interaction is studied using the cohesive interface element presented earlier, which proves to be quite successful in smoothing out the stress discontinuities around the pile. A new material model for frictional soils is presented, and validated by using it to model an extension test: it captures well post-peak behaviour and takes care of the effects of dilation on the response of laterally loaded piles. Finally, mechanisms of interaction in closely spaced pile groups are studied. Simple analytical expressions are derived which quantify the effects of interaction. A new method of analysis is presented for single-piles and pile groups which offers a considerable degree of reliability without having to do either impossibly expensive full scale field tests or prohibitively expensive full three-dimensional analysis using the currently available computers.

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6

Taherzadeh, Reza. "Seismic soil-pile group-structure interaction." Châtenay-Malabry, Ecole centrale de Paris, 2008. http://www.theses.fr/2008ECAP1096.

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Si la prise en compte de l'interaction sol-structure peut être abordée de façon relativement simple dans la plupart des fondations superficielles, il n'en est pas de même pour des groupes de pieux. Les principales difficultés rencontrées sont liées à la complexité et à la taille du modèle numérique nécessaire à l’analyse détaillée. Cette thèse porte sur la modélisation de l’interaction dynamique sol-structure dans le cas particulier des fondations comportant un grand nombre de pieux. Ce travail consiste à faire des modélisations avancées en utilisant un couplage entre le logiciel MISS3D d’éléments de frontière pour des milieux élastiques stratifiés et la toolbox matlab d’éléments finis SDT pour la modélisation des fondations et des structures. Après avoir validé la modélisation à partir de solutions de la littérature, les principaux paramètres gouvernant l’impédance de ces fondations ont été mis en évidence. Les modèles simplifiés de ces impédances ont ensuite été développés dans le cas de pieux flottants ou de pieux encastrés dans un bedrock. Des paramètres de ces modèles simplifiés ont été déterminés par des analyses statistiques fondées sur une base étendue de modèles numériques couvrant une large gamme de situations pratiques. Ces modèles approchés ont été validés sur des cas particuliers, puis différents spectres de réponse modifiés par la prise en compte de l’interaction sol-structure ont été proposés
Despite the significant progress in simple engineering design of surface footing with considering the soil-structure interaction (SSI), there is still a need of the same procedure for the pile group foundation. The main approach to solve this strongly coupled problem is the use of full numerical models, taking into account the soil and the piles with equal rigor. This is however a computationally very demanding approach, in particular for large numbers of piles. The originality of this thesis is using an advanced numerical method with coupling the existing software MISS3D based on boundary element (BE), green's function for the stratified infinite visco-elastic soil and the matlab toolbox SDT based on finite element (FE) method to modeling the foundation and the superstructure. After the validation of this numerical approach with the other numerical results published in the literature, the leading parameters affecting the impedance and the kinematic interaction have been identified. Simple formulations have then been derived for the dynamic stiffness matrices of pile groups foundation subjected to horizontal and rocking dynamic loads for both floating piles in homogeneous half-space and end-bearing piles. These formulations were found using a large data base of impedance matrix computed by numerical FE-BE model. These simple approaches have been validated in a practical case. A modified spectral response is then proposed with considering the soil-structure interaction effect

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7

Dewsbury, Jonathan J. "Numerical modelling of soil-pile-structure interaction." Thesis, University of Southampton, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.582152.

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Soil-pile-structure interaction analysis is the simultaneous consideration of the structural frame, pile foundations, and the soil forming the founding material. Failure to consider soil-pile-structure interaction in design will lead to a poor prediction of load distribution within the structure. A poor prediction of load distribution will cause the structure to deform under loads that have not been calculated for. This may result in the structure cracking or the overstressing of columns. If the actual load distribution significantly differs from that designed for, the factor of safety on structural elements may be substantially decreased. Despite the importance, there are currently no studies quantifying the effect of soil-pile-structure interaction for simple office structures. As a result the effects of soil-pile-structure interaction are often deemed unimportant, and ignored in the design of simple structures. Numerical methods are often relied upon to consider soil-pile-structure interaction for complex structures, such as tall towers. However in their current form they are limited because the meshes required for analysis, especially when in three dimensions, are difficult to verify, and take a long time to set up and run. Therefore this thesis proposes a meshing method within the framework of the finite element method that allows large, complex, and non-symmetrical pile foundation layouts to be meshed in a manner that is quick, can be easily checked, and significantly reduces the analysis run time. Application of the meshing method to an office structure (recently designed for the 2012 Olympic Games) has allowed the effects of soil-pile-structure interaction to be quantified. The subsequent normalisation of the results provides a method for assessing when it is necessary to consider soil- pile-structure interaction in future design. Comparison between the monitored performance of 'The Landmark' (a 330m tower founded on a piled raft) and numerical predictions have demonstrated the importance of correct ground stiffness selection for achieving accurate predictions of piled raft settlement, and load distribution. The role of single pile load tests and in situ testing for ground stiffness selection for piled raft design has also been assessed

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8

Peiris, Thanuja Pubudini. "Soil-pile interaction of pile embedded in deep layered marine sediment under seismic excitation." Thesis, Queensland University of Technology, 2014. https://eprints.qut.edu.au/75518/1/Thanuja%20Pubudini_Peiris_Thesis.pdf.

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This research provides validated Finite Element techniques to analyse pile foundations under seismic loads. The results show that the capability of the technique to capture the important pile response which includes kinematic and inertial interaction effects, effects of soil stiffness and depth on pile deflection patterns and permanent deformations.

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9

TOMBARI, ALESSANDRO. "Seismic response of extended pile shafts considering nonlinear soil-pile interaction." Doctoral thesis, Università Politecnica delle Marche, 2013. http://hdl.handle.net/11566/242686.

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Il sistema pila-palo è largamente diffuso nelle strutture da ponte grazie ai suoi vantaggi economici e tecnici. Tuttavia questo sistema è fortemente influenzato dagli effetti dell’interazione dinamica terreno-palo-struttura. In aggiunta all’allungamento del periodo fondamentale della struttura, la cedevolezza della fondazione induce una componente rotazionale del moto sismico sul sistema globale che non può essere considerata mediante le comuni procedure di progettazione sismica. Sebbene siano stati sviluppati modelli avanzati per considerare l’interazione terreno-palo-struttura sia in campo lineare e non lineare, i modelli alla Winkler rappresentano uno degli approcci più versatili. In questo lavoro, un modello nonlineare di trave su suolo alla Winkler è stata utilizzato per indagare l’effetto sulla risposta della struttura dei principali aspetti legati al comportamento nonlineare del sistema terreno-fondazione, come ad esempio la plasticizzazione del terreno , la formazione di distacco all’interfaccia palo-terreno, il collasso delle pareti del foro e il degrado o incrudimento ciclico del terreno in prossimità del palo. Sono state eseguite analisi dinamiche incrementali per valutare gli effetti della durata del moto sismico e le non linearità del terreno sulle prestazioni della pila-palo in vari profili di terreno omogeneo e bistrato sia di argilla satura che di sabbia nello stato asciutto o saturo considerando differenti livelli di compattazione. Si è stabilita una procedura per eseguire le analisi dinamiche incrementali considerando gli effetti sia sulla risposta sismica locale sia sulle prestazioni strutturali. Gli effetti dell’interazione cinematica ed inerziale in campo non lineare sono stati analizzati mediante un’ampia indagine parametrica. Le analisi hanno evidenziato il ruolo determinante della componente rotazionale e della durata del moto sismico sulla risposta sismica della pilapalo. I risultati ottenuti sono inoltre stati confrontati con quelli ottenuti mediante un modello lineare. Infine, vengono fatte alcune considerazioni evidenziando le aree grigie della comune pratica di progettazione.
Single column bents on extended pile shafts are widely used in bridges for their economical and technical advantages. Nevertheless, this system is strongly affected by Dynamic Soil- Pile-Structure Interaction. In addition to the lengthening of the fundamental period of the structure, the compliance of the foundation induces a rocking component of the seismic motion experienced by the overall system that cannot be considered by following the procedures of a common seismic design practice. Although advanced models have been developed in order to account for Soil-Pile-Structure Interaction both in the linear and nonlinear range, Winkler-type models represent one of the most feasible approaches. In this work, a Beam on Nonlinear Winkler Foundation model is used to investigate the importance of features typical in soil nonlinear behaviour such as yielding, gapping, soil cave-in and cyclic hardening/degradation effects on the performance of extended pile shafts. A procedure to estimate the model parameters from geotechnical soil characterization is presented. Incremental Dynamic Analyses are performed to evaluate the effects of Ground Motion Duration and soil nonlinearity on the performance of extended pile shafts in various homogeneous and two-layered soil profiles, including saturated clay and sand in either fully dry or saturated state with different levels of compaction. A procedure to perform Incremental Dynamic Analysis, including effects on both site response analysis and on the structural performance, is established. Nonlinear kinematic and inertial interaction effects are analyzed by means of an exhaustive parametric investigation. The significant effects of the rocking component and the Ground Motion Duration on the seismic response of extended pile shafts are demonstrated. Comparisons with results obtained with a linear model are also presented. Finally, some considerations are drawn pointing out grey areas of the common design practice.

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10

Fernandez, Carlos Javier. "Pile-structure interaction in GTSTRUDL." Thesis, Georgia Institute of Technology, 1990. http://hdl.handle.net/1853/21418.

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Книги з теми "Soil-pile interaction in liquefiable"

1

Jonathan, Knappett, and Haigh Stuart, eds. Design of pile foundations in liquefiable soils. London: Imperial College Press, 2010.

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2

Pedro, Arduino, University of Washington. Dept. of Civil Engineering., Washington State Transportation Center, Washington (State). Dept. of Transportation., United States. Federal Highway Administration., and Washington State Transportation Commission, eds. Dynamic stiffness of piles in liquefiable soils. Seattle, Wash: The Center, 2002.

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3

Lee, Lin. Soil-pile interaction of bored and cast in-situ piles. Birmingham: University of Birmingham, 2001.

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4

F, Van Impe W., ed. Single piles and pile groups under lateral loading. Rotterdam: Balkema, 2001.

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5

W, Boulanger Ross, Tokimatsu Kohji, University of California, Berkeley. Earthquake Engineering Research Center., American Society of Civil Engineers. Geo-Institute., and Tōkyō Kōgyō Daigaku. Toshi Jishin Kōgaku Sentā., eds. Seismic performance and simulation of pile foundations in liquefield and laterally spreading ground: Proceedings of a workshop, March 16-18, 2005, University of California, Davis, California. Reston, VA: American Society of Civil Engineers, 2005.

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6

Modak, Sukomal. Determination of rheological parameters of pile foundations for bridges for earthquake analysis. [Olympia]: Washington State Dept. of Transportation, 1997.

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7

Cofer, William F. Determination of rheological parameters of pile foundations for bridges for earthquake analysis. [Olympia]: Washington State Dept. of Transportation, 1997.

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8

Woods, Richard D. Dynamic effects of pile installations on adjacent structures. Washington, D.C: National Academy Press, 1997.

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9

Shamsher, Prakash, American Society of Civil Engineers. Committee on Geotechnical Earthquake Engineering., and ASCE National Convention (1997 : Minneapolis, Minn.), eds. Seismic analysis and design for soil-pile-structure interactions: Proceedings of a session sponsored by the Committee on Geotechnical Earthquake Engineering of the Geo-Institute of the American Society of Civil Engineers in conjunction with the ASCE National Convention in Minneapolis, Minnesota, October 5-8, 1997. Reston, VA: The Society, 1997.

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10

Reese, L. C., and William F. van Impe. Single piles and pile groups under lateral loading (HBK). Taylor & Francis, 2000.

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Частини книг з теми "Soil-pile interaction in liquefiable"

1

Alver, Ozan, and E. Ece Eseller-Bayat. "The Effect of Soil Damping on the Soil-Pile-Structure Interaction Analyses in Liquefiable and Non-liquefiable Soils." In Proceedings of the 4th International Conference on Performance Based Design in Earthquake Geotechnical Engineering (Beijing 2022), 1059–66. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-11898-2_83.

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Qi, Shengwenjun, and Jonathan Adam Knappett. "Remediation of Structure-Soil-Structure Interaction on Liquefiable Soil Using Densification." In Proceedings of the 4th International Conference on Performance Based Design in Earthquake Geotechnical Engineering (Beijing 2022), 1193–200. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-11898-2_99.

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3

Miranda, G., V. Nappa, E. Bilotta, S. K. Haigh, and S. P. G. Madabhushi. "Centrifuge tests on tunnel-building interaction in liquefiable soil." In Geotechnical Aspects of Underground Construction in Soft Ground. 2nd Edition, 613–19. 2nd ed. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003355595-80.

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4

Azadi, Mohammad, and Lindsey Sebastian Bryson. "Effect of Width Variation of Liquefiable Sand Lens on Surface Settlement Due to Shallow Tunneling." In Dynamic Soil-Structure Interaction for Sustainable Infrastructures, 155–63. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01920-4_13.

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Fansuri, Muhammad Hamzah, Muhsiung Chang, and Rini Kusumawardani. "A Case Study on Buckling Stability of Piles in Liquefiable Ground for a Coal-Fired Power Station in Indonesia." In Innovative Solutions for Soil Structure Interaction, 88–106. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-34252-4_8.

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Miranda, G., V. Nappa, and E. Bilotta. "Preliminary Numerical Simulation of Centrifuge Tests on Tunnel-Building Interaction in Liquefiable Soil." In Lecture Notes in Civil Engineering, 583–91. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-21359-6_62.

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7

Khodakarami, Mohammad Iman, Marzieh Dehghan, and Denise-Penelope N. Kontoni. "Modeling of Soil-Structure Interaction in Liquefiable Soils Using an Equivalent Linear Approach Including Shear Modulus Updating." In Lecture Notes in Civil Engineering, 389–406. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-4055-2_31.

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Arulmoli, Arul K. "Preliminary Seismic Deformation and Soil-Structure Interaction Evaluations of a Caisson-Supported Marine Terminal Wharf Retaining and Founded on Liquefiable Soils." In Model Tests and Numerical Simulations of Liquefaction and Lateral Spreading, 631–33. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-22818-7_32.

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Rehman, Musabur, and S. M. Abbas. "Seismic Analysis of Pile Foundation Passing Through Liquefiable Soil." In Lecture Notes in Civil Engineering, 539–53. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-2545-2_45.

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Novak, M. "Pile-Soil-Pile Interaction under Small and Large Displacements." In Developments in Dynamic Soil-Structure Interaction, 361–80. Dordrecht: Springer Netherlands, 1993. http://dx.doi.org/10.1007/978-94-011-1755-5_16.

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Тези доповідей конференцій з теми "Soil-pile interaction in liquefiable"

1

Ghasemi, Golara, Amin Barari, and Asskar Janalizadeh Choobbasti. "Seismic Analysis of Pile-Soil Interaction in Liquefiable Soils via Gap Elements." In Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413425.033.

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Shafieezadeh, A., B. D. Kosbab, R. DesRoches, and R. T. Leon. "Dynamic Interaction Behavior of Pile-Supported Wharves and Container Cranes in Liquefiable Soil Embankments." In Structures Congress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412367.049.

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3

Tang, Liang, Xianzhang Ling, Pengju Xu, Xia Gao, and Liquan Wu. "Case Studies for Shaking Table Tests on Seismic Soil-Pile Group-Bridge Structure Interaction in Liquefiable Ground." In Ninth International Conference of Chinese Transportation Professionals (ICCTP). Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41064(358)131.

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4

Chaloulos, Yannis, Yannis Tsiapas, George Bouckovalas, and Konstantinos Bazaios. "COUPLED ANALYSIS OF SEISMIC PILE-TENDON-PLATFORM INTERACTION IN LIQUEFIABLE SEABED." In 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research National Technical University of Athens, 2021. http://dx.doi.org/10.7712/120121.8843.18540.

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5

Ling, X. Z., X. Gao, L. Tang, and L. Su. "Effect of Shaking Intensity on Interactive Behavior of Soil-Pile Group Foundations in Liquefiable Soil during Shaking Table Tests." In Sixth China-Japan-US Trilateral Symposium on Lifeline Earthquake Engineering. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784413234.079.

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Tajirian, Frederick F., Mansour Tabatabaie, and Pramod Rao. "Soil-Structure Interaction Analysis of a Large Diameter Tank on Piled Foundations in Liquefiable Soil." In Eighth International Conference on Case Histories in Geotechnical Engineering. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482100.018.

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7

Rayamajhi, Deepak, Dario Rosidi, Michele McHenry, and Nathan M. Wallace. "Assessment of Soil-Structure-Fluid Interaction of a Digester Tank Complex in Liquefiable Soils under Earthquake Loadings." In Geotechnical Earthquake Engineering and Soil Dynamics V. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481479.006.

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8

Tang, Xiaowei, Ying Jie, and Maotian Luan. "A Coupled Finite Element-Element Free Galerkin Method for Liquefiable Soil-Structure Interaction Analysis Under Earthquake Loading." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-80174.

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This study presents a numerical method for the seismic behavior assessment of liquefiable soil-structure interaction. In the method, the element-free Galerkin method (EFGM) is applied to simulate the behavior of the liquefiable sandy soil which will take place large permanent deformation under earthquake loading. The finite element method (FEM) is used to describe the behavior of the structure. Then, the EFGM and FEM are related by contact elements. The cyclic elasto-plastic constitutive model and updated Lagrangian large-deformation formulation are jointly adopted to establish the governing equations in order to take account for both physical and geometrical nonlinearities. The shape function is established by moving least squares method while hexahedral background cells are used. The essential boundary conditions are treated with the help of the penalty method. The coupled method can avoid the volumetric locking in the numerical computations using finite element method when non-uniform deformations happen. In order to assess the effectiveness and accuracy of the current procedure, numerical simulation of caisson-type quay wall subjected to earthquake motion is conducted.

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Hwang, Y., and J. Wang. "How the Shear Wave Velocity Uncertainty Affects Soil-Structure Interaction on Liquefiable Soils?" In 5th Asia Pacific Meeting on Near Surface Geoscience & Engineering. European Association of Geoscientists & Engineers, 2023. http://dx.doi.org/10.3997/2214-4609.202378075.

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Li, Peizhen, Peng Zhao, Xilin Lu, and Shenglong Cui. "Comparative Study on Dynamic Soil-Structure Interaction System with Nonliquefiable and Liquefiable Soil by Using Shaking Table Model Test." In 7th International Conference on Tall Buildings. Singapore: Research Publishing Services, 2009. http://dx.doi.org/10.3850/9789628014194_0023.

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Звіти організацій з теми "Soil-pile interaction in liquefiable"

1

Han, Fei, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Mir Zaheer. Load and Resistance Factor Design of Bridge Foundations Accounting for Pile Group–Soil Interaction. Purdue University, November 2016. http://dx.doi.org/10.5703/1288284316009.

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2

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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Ebeling, Robert, Barry White, John Hite, James Tallent, Locke Williams, Brad McCoy, Aaron Hill, Cameron Dell, Jake Bruhl та Kevin McMullen. Load and resistance factors from reliability analysis Probability of Unsatisfactory Performance (PUP) of flood mitigation, batter pile-founded T-Walls given a target reliability index (𝛽). Engineer Research and Development Center (U.S.), липень 2023. http://dx.doi.org/10.21079/11681/47245.

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This technical report documents the research and development (R&D) study in support of the development of a combined Load and Resistance Factor Design (LRFD) methodology that accommodates both geotechnical and structural design limit states for design of the US Army Corps of Engineers (USACE) batter pile-founded, reinforced concrete flood walls. Development of the required reliability and corresponding LRFD procedures has been progressing slowly in the geotechnical topic area as compared to those for structural limit state considerations, and therefore this has been the focus of this first-phase R&D effort. This R&D effort extends reliability procedures developed for other non-USACE structural systems, primarily bridges and buildings, for use in the design of batter pile-founded USACE flood walls. Because the foundation system includes batter piles under flood loading, the design procedure involves frame analysis with significant soil structure interaction. Three example batter pile-founded T-Wall flood structures on three different rivers have been examined considering 10 geotechnical and structural limit states. Numerical procedures have been extended to develop precise multiple limit state Reliability calculations and for complete LRFD analysis of the example batter pile-founded, T-Wall reinforced concrete, flood walls.

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SECOND-ORDER DIRECT ANALYSIS FOR STEEL H-PILES ACCOUNTING FOR POST-DRIVING RESIDUAL STRESSES. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.349.

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"Driven steel H-piles are extensively adopted in engineering practice due to their convenience and efficiency in both economic and construction. The post-driving residual stress, a compressive axial stress distributed along the pile induced by the pile installation, might significantly deteriorate the pile bearing capacity. Thus, a large enough factor of safety is adopted in the traditional analysis to cover the influence caused by the post-driving residual stress. However, it sometimes leads to a large waste in costs and materials. Thus, the present study adopted the second-order analysis, a modern simulationbased design method, for the design of the driven steel H-pile. A robust and efficient finite element formula is necessary to conduct the second-order design method in practice. Hence, a new Line-Finite Element (LFE) formula is proposed in this paper. The developed LFE directly captures all the crucial factors in the analysis of the driven steel H pile, including the nonlinear Soil-Structure Interaction (SSI) and the post-driving residual stress. A validation example is presented at the end of this paper, which illustrates the accuracy and the computational efficiency of the proposed LFE formula."

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