Relevant bibliographies by topics / Soil-structure interaction; Foundations

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
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Academic literature on the topic 'Soil-structure interaction; Foundations'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Soil-structure interaction; Foundations"

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Andersen, Lars Vabbersgaard. "Dynamic soil–structure interaction of polypod foundations." Computers & Structures 232 (May 2020): 105966. http://dx.doi.org/10.1016/j.compstruc.2018.07.007.

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SILVA, R. L. C., G. B. MARQUES, E. N. LAGES, and S. P. C. MARQUES. "Analytical study of cylindrical tanks including soil-structure interaction." Revista IBRACON de Estruturas e Materiais 12, no. 1 (February 2019): 14–22. http://dx.doi.org/10.1590/s1983-41952019000100003.

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Abstract An analytical study aiming the design of cylindrical liquid storage tanks resting on deformable foundations is developed in this work. The soil under the tanks is modeled as an elastic linear medium. The cylindrical wall is considered rigidly connected to the plate foundation. Here, concrete tanks are emphasized, although the study can be extended to other construction materials. For the analysis of the design forces acting on the tanks, efficient and simplified approximate expressions are derived based on rigorous analytical theories for thin shells and circular plate on elastic foundations. To verify the proposed approximate expressions and investigate the influence of the foundation deformability on displacements and design forces, parametric analyses of concrete tanks with different soil stiffness values are presented. The results illustrate the strong influence of the foundation stiffness on the tank design quantities and a very good performance of the simplified expressions.
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Emani, Pavan Kumar, Ritesh Kumar, and Phanikanth Vedula. "Inelastic Response Spectrum for Seismic Soil Pile Structure Interaction." International Journal of Geotechnical Earthquake Engineering 7, no. 2 (July 2016): 24–34. http://dx.doi.org/10.4018/ijgee.2016070102.

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Structures resting on deep foundations like pile groups are subjected to entirely different kind of vibrations than those resting on shallow foundations, due to the inherent variations in the ground motions experienced at various levels of the foundation. The present work tries to generate response spectrum for single-pile supported structures using inelastic dynamic soil-pile interaction analysis. In the numerical model, the soil nonlinearity includes both separation at soil-pile interface and the plasticity of the near-field soil. The radiation boundary condition is also incorporated in the form of a series of far-field dampers which absorb the out-going waves. Inelastic response spectra for the structure, represented by a SDOF system, is generated after applying the synthetic time histories compatible with design (input) response spectra (as per IS 1893:2002-part I) at the base of pile to investigate the effects of ground response analysis including kinematics and inertial interaction between soil- pile system. It is found that a structure supported by pile foundations should be designed for larger seismic forces/ accelerations than those obtained from the design spectrum given in IS 1893:2002-Part I. The verification of the developed MATLAB program is reported towards the end, using results from commercial Finite Element software ABAQUS.
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Hokmabadi, Aslan S., and Behzad Fatahi. "Influence of Foundation Type on Seismic Performance of Buildings Considering Soil–Structure Interaction." International Journal of Structural Stability and Dynamics 16, no. 08 (August 25, 2016): 1550043. http://dx.doi.org/10.1142/s0219455415500431.

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In selecting the type of foundation best suited for mid-rise buildings in high risk seismic zones, design engineers may consider that a shallow foundation, a pile foundation, or a pile-raft foundation can best carry the static and dynamic loads. However, different types of foundations behave differently during earthquakes, depending on the soil–structure interaction (SSI) where the properties of the in situ soil and type of foundation change the dynamic characteristics (natural frequency and damping) of the soil–foundation–structure system. In order to investigate the different characteristics of SSI and its influence on the seismic response of building frames, a 3D numerical model of a 15-storey full-scale (prototype) structure was simulated with four different types of foundations: (i) A fixed-based structure that excludes the SSI, (ii) a structure supported by a shallow foundation, (iii) a structure supported by a pile-raft foundation in soft soil and (iv) a structure supported by a floating (frictional) pile foundation in soft soil. Finite difference analyzes with FLAC3D were then conducted using real earthquake records that incorporated material (soil and superstructure) and geometric (uplifting, gapping and [Formula: see text] effects) nonlinearities. The 3D numerical modeling procedure had previously been verified against experimental shaking table tests conducted by the authors. The results are then presented and compared in terms of soil amplification, shear force distribution and rocking of the superstructure, including its lateral deformation and drift. The results showed that the type of foundation is a major contributor to the seismic response of buildings with SSI and should therefore be given careful consideration in order to ensure a safe and cost effective design.
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Gaudio, Domenico, and Sebastiano Rampello. "Dynamic Soil-structure Interaction of Bridge-pier Caisson Foundations." Procedia Engineering 158 (2016): 146–51. http://dx.doi.org/10.1016/j.proeng.2016.08.420.

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Stewart, Melissa A., and John S. McCartney. "Centrifuge Modeling of Soil-Structure Interaction in Energy Foundations." Journal of Geotechnical and Geoenvironmental Engineering 140, no. 4 (April 2014): 04013044. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001061.

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Huang, Caigui, Quan Gu, and Surong Huang. "A practical method for seismic response analysis of nonlinear soil-structure interaction systems." Advances in Structural Engineering 24, no. 10 (February 11, 2021): 2131–47. http://dx.doi.org/10.1177/1369433221992493.

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Soil–structure interaction (SSI) plays an important role in the analysis of seismic structural responses. This study significantly extends an efficient linear SSI analysis method presented previously by the authors and co-workers to realistic nonlinear SSI systems, that is, systems with nonlinear soil, nonlinear structures, and flexible foundations (e.g. single- or multiple-pile foundations). The flexible foundations lying on half-space nonlinear soil are represented by frequency-dependent compliance functions that are fitted numerically instead of obtained by closed-form solution. These functions are then transferred to the time domain using the discrete-time recursive filtering method. A non-iterative algorithm is applied to guarantee the boundary conditions between soil and structure, that is, the displacement continuity and force equilibrium between them. The proposed method is implemented on an open-source FE software framework, called OpenSees. The accuracy and efficiency of the extended coupling method are investigated in detail through the seismic response analyses of typical soil–foundation–structure systems while considering the cases of linear or nonlinear soil, linear or nonlinear structures, and single- or multiple-pile foundations. Results show that the extended coupling method is significantly faster than the traditional FE method and provides acceptably accurate solutions for SSI systems with linear or low-to-moderate nonlinear soil. The paper provides a method for fast evaluation of nonlinear SSI effects in seismic structural response analysis.
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Lu, Hua Xi, Hai Feng Jiang, Ping Ying Liang, and Bi Tao Wu. "Influence of Dynamic Soil-Structure Interaction on Fundamental Period for Frame Structures." Applied Mechanics and Materials 90-93 (September 2011): 1618–26. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1618.

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By using of the approximate value of T proposed in FEMA450, the equations of the approximate effective fundamental period are derived for circular mat foundations supported at the surface, embedded foundations of circular shape and embedded foundations of arbitrary shapes, respectively. It is found that the limit values of of Veletsos are not uniform, and excessive for structures with h/r > 9, but too small for embedded deeply foundations. In this paper the uniform limit value of is 1.10 for all structures, and the conditions of consideration of SSI are given for ordinary reinforced concrete frame structures with circular mat foundations supported at the surface, embedded foundations of circular shape, and embedded foundations of arbitrary shapes, respectively.
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Rha, Changsoon, and Ertugrul Taciroglu. "Coupled Macroelement Model of Soil-Structure Interaction in Deep Foundations." Journal of Engineering Mechanics 133, no. 12 (December 2007): 1326–40. http://dx.doi.org/10.1061/(asce)0733-9399(2007)133:12(1326).

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Tradigo, F., F. Pisanò, C. di Prisco, and A. Mussi. "Non-linear soil–structure interaction in disconnected piled raft foundations." Computers and Geotechnics 63 (January 2015): 121–34. http://dx.doi.org/10.1016/j.compgeo.2014.08.014.

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Dissertations / Theses on the topic "Soil-structure interaction; Foundations"

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Heron, Charles Michael. "The dynamic soil structure interaction of shallow foundations on dry sand beds." Thesis, University of Cambridge, 2014. https://www.repository.cam.ac.uk/handle/1810/265576.

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The design of shallow foundations located in seismically active zones typically takes a near zero tolerance approach to allowing relative movements between the foundation and underlying soil. This results in a rigid coupling of the foundation with the soil and hence the full transmission of the seismic energy into the foundation. Consequently the structure located on the foundation either has to be isolated from the shaking through manufactured damping systems or designed to withstand the full force of the dynamic shaking while the energy is dissipated through structural damping. There is, however, an increasing focus on reducing the coupling between the soil and foundation which consequently reduces the demands on the structure. Allowing the foundation to slide and/or rock isolates the foundation from the dynamic shaking and helps to dissipate energy through soil damping. The same level of seismic protection which is currently provided by manufactured solutions is still therefore possible but with the advantage of reduced costs and complexity in construction. This design concept has, however, not been widely adopted due to concerns regarding the possibility for excessive movement of the foundation, resulting in damage to the superstructure or overall toppling of the structure. In addition, the behaviour is currently difficult to model precisely and therefore it is challenging to quantify the exact level of seismic protection achieved. The work presented in this thesis strives to address some of these issues. A series of ten centrifuge tests were conducted on small-scale model structures founded on dry sand and subjected to a series of simulated earthquakes. The effect of a range of model parameters was investigated including relative density, bearing pressure, structural stiffness, aspect ratio, earthquake strength and earthquake frequency. For six of the tests, the movement of the soil beneath the foundation and the structure itself were monitored by analysing images collected from high speed photography (1000 frames per second) using particle image velocimetry software. In addition to the photogramrnetry, a series of miniature measurement transducers were used to record the acceleration in the soil and the structure. Displacement transducers were used to monitor the settlement of the structure and free-field. In total over one hundred earthquakes were carried out resulting in an extensive dataset, against which hypotheses and analytical models could be verified. It was found that the transition from the structure being stationary to it responding in a steady state fashion can be a critical period in which the response of the soil-foundation-structure system must be carefully analysed. The phase shift between the superstructure, foundation and soil can vary during this period. As a result, different modes of response are adopted by the system which, in certain circumstances, can result in a significant increase in the displacement magnitude experienced by the structure. The behaviour is not unexpected, as the same behaviour can be observed from the analytical analysis of a simple single degree of freedom system. Inaddition, a strong correlation between rocking, sliding and settlement was observed, with the degree of lift-off controlling the amount of settlement and sliding which takes place. A macro-element analytical model has been developed to predict the moment-rotation behaviour of shallow raft foundations. A hyperbolic model, used for predicting the stress-strain behaviour of soil, was adapted and used to create the backbone curve of the moment-rotation cycle. A modification was made to the hysteretic damping rules proposed by Masing which allows the energy dissipation to be included in the model. The model was found to mimic the experimental data accurately, with the correct prediction of the lift-off rotation magnitude, moment magnitude, small-rotation stiffness and energy dissipation. Finally, the soil deformation mechanism was observed and analysed. It was found that in some scenarios, when the strain level within the deformation mechanism was low, a trapped wedge was apparent under the foundation. The trapped wedge appeared as a triangular zone of low strain (referred to in some literature as a rigid block), with the foundation located along the top edge and two distinct shear bands on either side. However, as strain magnitudes increased, the shear bands appeared to widen and resulted in strain being apparent throughout the previously unstrained wedge. One of the main differences between the theoretical mechanisms proposed in the literature is the inclusion or exclusion of such a rigid block. Given the majority of the analytical mechanisms proposed in the literature are upper bound mechanisms, and therefore are a prediction of the mechanism at failure, it is inadvisable to include the rigid wedge within the analytical mechanism given that the strain magnitudes will inevitably be large at the point of bearing failure. Given complete failure of the supporting soil did not occur during any of the centrifuge tests performed, comparisons between the observed mechanism and one of these theoretical mechanisms is difficult. However, comparisons between the experimental deformation mechanisms and one analytical failure mechanism did show that the depth of the mechanism could be relatively well predicted as could the degree of separation between the foundation and the underlying soil. This information allows design engineers to know to what depth ground should be remediated below a shallow foundation and how strong the foundation needs to be to cope with the lift-off it will experience. The insight provided by this research into the true soil deformation mechanism, combined with the development of an analytical model of the moment-rotation behaviour, paves the way for engineers to implement designs which actively make use of the beneficial characteristics of soil-structure-interaction.
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Jones, Anthony James. "Analysis of shallow and deep foundations using soil-structure interaction techniques." Thesis, University of South Wales, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.480929.

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Pérez-Herreros, Jesús. "Dynamic soil-structure interaction of pile foundations : experimental and numerical study." Thesis, Ecole centrale de Nantes, 2020. http://www.theses.fr/2020ECDN0002.

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La réponse dynamique d’une structure supportée par des fondations profondes constitue un problème complexe d’Interaction Sol-Structure (ISS). Sous chargement sismique, les pieux sont soumis à la sollicitation imposée par le sol (interaction cinématique) et aux forces d’inertie transmises par la superstructure (interaction inertielle). Le dimensionnement des fondations profondes soumises à des sollicitations sismiques est souvent réalisé au moyen de méthodes conservatrices visant à assurer que les fondations ne soient pas endommagées. La plupart de ces méthodes considèrent le comportement de la fondation élastique linéaire et par conséquent la capacité de la fondation à dissiper de l’énergie du fait des mécanismes non-linéaires est négligée. Cette approche était justifiée dans le passé en raison du manque d’informations sur le comportement non-linéaire des fondations et de l’absence d’outils numériques adaptés. De telles limitations deviennent de plus en plus obsolètes, puisqu’un nombre pertinent de résultats expérimentaux et numériques sont maintenant disponibles, ainsi que de nouvelles méthodes de conception (Pecker et al. 2012). Dans cette thèse, le comportement des pieux isolés et des groupes de pieux sous chargement sismique est étudié avec une approche couplant l’expérimental et le numérique. Des essais dynamiques en centrifugeuse sont effectués avec un sol stratifié, plusieurs configurations de fondations et une série de séismes et sollicitations sinusoïdales. Des calculs non-linéaires aux éléments finis sont également effectués et comparés aux résultats expérimentaux afin d’étudier la capacité des modèles numériques à reproduire de manière satisfaisante la réponse non-linéaire des fondations. Un nouveau macroélément pour les groupes de pieux sous chargement sismique est proposé et validé numériquement. Le macroélément permet de prendre en compte les effets de groupe et leur variation avec la fréquence de sollicitation (interaction pieu-sol-pieu) ainsi que la non-linéarité développée dans le système. Le nouveau macroélément est enfin utilisé pour effectuer une analyse dynamique incrémentale (IDA) du pylône centrale d’un pont à haubans
The dynamic response of a structure supported by pile foundations is a complex Soil-Structure Interaction (SSI) problem. Under earthquake loading, the piles are subjected to loadings due to the deformation imposed by the soil (kinematic interaction) and to the inertial forces transmitted by the superstructure (inertial interaction). The design of deep foundations under seismic loadings is often carried out by means of conservative methods that aim to assure zero damage of the foundation. Most of these methods consider the behavior of the foundation as linear elastic. As a result, the capability of the foundation to dissipate energy during seismic loading due to nonlinear mechanisms is neglected. This approach was justified in the past due to the lack of information about the nonlinear behavior of foundations and the absence of adapted numerical tools. Such limitations are becoming more and more obsolete, as a relevant number of experimental and numerical results are now available as well as new design methods (Pecker et al. 2012). In this Ph.D, the behavior of single piles and pile groups under seismic loading is studied using both experiments and finite element calculations. Dynamic centrifuge tests are carried out with a multilayered soil profile, several foundation configurations and a series of earthquakes and sinusoidal base shakings. Nonlinear finite element calculations are also performed and compared to experimental results to investigate the ability of current computational models to satisfactorily reproduce the nonlinear response of foundations. A novel macroelement for pile group foundations under seismic loading is developed and numerically validated. It allows taking into account the group effects and their variation with the loading frequency (pile-soil-pile interaction) as well as the nonlinearity developed in the system. Finally, the macroelement model for pile groups is used to perform an Incremental Dynamic Analysis (IDA) of the main pylon of a cable-stayed bridge
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Kelly, Peter. "Soil structure interaction and group mechanics of vibrated stone column foundations." Thesis, University of Sheffield, 2014. http://etheses.whiterose.ac.uk/5812/.

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The development of transparent synthetic soil has enabled non-intrusive measurement of internal soil displacement and detection of pre-failure strains using laser aided imaging and Particle Image Velocimetry. The work described in this paper applies this novel methodology to evaluate the deformation and failure behaviour of stone column foundations in reduced scale physical models. The overall accuracy and precision of the test system were optimised to 53 μm and 0-4.3μm respectively through the implementation of newly developed image enhancement and photogrammetric correction techniques. This represented a considerable improvement compared to the previous state of the art in transparent soil modeling. A total of 7 isolated column tests and 6 column strip footing tests were carried out in repeatable transparent clay beds. Visualisation of real-time internal displacement has indicated that isolated stone columns fail in an axisymmetric manner through a combination of compression and bulging with only a small amount of column base penetration, indicating a critical column length of 4d. Consequently, increasing column length from 4d to 6d and 8d lead to only moderate increases of 8.5% and 13% in bearing capacity respectively In contrast to the isolated columns, local shear failure, bulging, bending, punching and block failure were all observed for column strip foundations, depending on the geometrical configurations employed. Column length played a particularly important role in optimising the bearing capacity of column strip foundations. Increasing column length from 4d to 6d and 8d was shown to improve the load capacity of the composite foundation by 29% and 67%. It was concluded that the critical length in terms of optimising the bearing capacity of a vibro strip foundation is 8d. However, increasing foundation size rather than column length was found to be more effective in increasing the load capacity in both cases. Increasing footing size and correspondingly increasing Ar from 3 to 4 and 5 was seen to protect the upper column from bulging and increase its radial zone of influence of the column in the surrounding soil, resulting in increases in load capacity of 28% and 51% for isolated columns and 22% and 29% for strip foundations respectively. It was concluded that provision of a footing overhang of over 0.4d should prevent shear failure in vibro strip foundations. A new design approach has been proposed which accounts for the size of the footing. The performance of each isolated column foundation was predicted to within 6% of the measured load capacity for all area ratios tested, while the load capacities of the strip foundations were predicted to within 14%. Thus although the new method does not model the ‘group effect’, it offers an improvement on cavity expansion based design methods, as column structure interaction is accounted for. Overall, the nature of the configuration of vibro strip foundations and their limited size in practice limit the bearing capacity of stone columns within a strip configuration to values only slightly over that of a single column, if at all.
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Bransby, Mark Fraser. "Piled foundations adjacent to surcharge loads." Thesis, University of Cambridge, 1995. https://www.repository.cam.ac.uk/handle/1810/251968.

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Fourtounis, Peter D. "Field-test data from soil-structure interaction of shallow and deep foundations." Thesis, California State University, Long Beach, 2015. http://pqdtopen.proquest.com/#viewpdf?dispub=1587896.

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This thesis presents an analysis of data from two soil-structure interaction field tests, one involving a deep foundation and the other a shallow foundation. The objective of this research is to use the field data to validate and inform models used by engineers. Soil-structure interaction fundamentals and background are first discussed. Field-test data was used in conjunction with a soil-structure system model to develop equations that can be used to determine stiffness and damping of a rigid pile foundation system subjected to forced vibration loading. The stiffness and damping characteristics are presented through complex-valued impedance functions. The equations were applied to field data; however the results were inconclusive due in part to the limited frequency range of the data used. Additionally, soil-foundation interface pressures are analyzed for a shallow foundation system. Analysis of the shallow foundation behavior indicated resonance of the field test structure and the corresponding pressure generation.

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Ahmed, Mahmoud Nasser Hussien. "Effects of Nonlinear Soil-Structure Interaction on Lateral Behavior of Pile Foundations." 京都大学 (Kyoto University), 2011. http://hdl.handle.net/2433/151949.

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Ng, S. L. D. "Transmission of ground-borne vibration from surface railway trains." Thesis, University of Cambridge, 1995. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.243156.

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Eyce, Bora. "An Investigation Of The Inertial Interaction Of Building Structures On Shallow Foundations With Simplified Soil-structure Interaction Analysis Methods." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12610994/index.pdf.

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Seismic response of a structure is influenced by the inertial interaction between structure and deformable medium, on which the structure rests, due to flexibility and energy dissipation capability of the surrounding soil. The inertial interaction analyses can be performed by utilizing simplified soil-structure interaction (SSI) analyses methods. In literature, it is noted that varying soil conditions and foundation types can be modeled by using these SSI approaches with springdashpot couples having certain stiffness and damping. In this study, the seismic response of superstructure obtained by using simplified SSI methods is compared with those of the fixed base systems. For this purpose, single and multi degree of freedom structural systems are modeled with both spring&ndash
dashpot couple and fixed base models. Each system is analyzed for varying structural and soil stiffness conditions under the excitation of three different seismic records. Next, the total base shear acting on the structural system and internal forces of load bearing members are investigated to observe the inertial interaction and foundation uplift effects on the superstructure. It is also aimed to examine the compatibility of the simplified SSI approaches utilized in the analyses. It is concluded that the structural and soil stiffness parameters are the most influential parameters that affect seismic structural response. Structures becomemore sensitive to varying soil properties as the structural stiffness increases. On the other hand, decreasing soil stiffness also increases the sensitivity of the structure to the seismic excitation. Calculated values of total base shear and internal member forces revealed that the inertial interaction might be detrimental for the superstructure. Contrary to general belief, the fixed base approach does not always yield to the results, which are on the safe side. Considering the analysis results, it is concluded that SSI analysis is very useful for more precise and economical design for the seismic behavior.
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Saidin, Fadzilah. "Behavior of geosynthetic reinforced soil walls with poor quality backfills on yielding foundations /." Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10124.

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Books on the topic "Soil-structure interaction; Foundations"

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Dynamic soil-structure interaction. Englewood Cliffs, N.J: Prentice-Hall, 1985.

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P, Tsinker Gregory, ed. Monitoring of soil-structure interaction: Instruments for measuring soil pressures. New York: Chapman & Hall, 1997.

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Mouroux, Pierre. La construction économique sur sols gonflants. Paris: Rexcoop, 1988.

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Gidigasu, M. D. Expansive soils in foundation engineering and building practice relevant to developing countries. Accra-Ghana: Building and Research Institute, Council for Scientific and Industrial Research, 1987.

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

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D, Nelson John. Expansive soils: Problems and practice in foundation and pavement engineering. New York: J. Wiley, 1992.

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Grahame, Russell G. Building damage due to ground movement. Beckenham: STEM Systems Ltd, 1996.

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Nawawi, Chouw, and Pender Michael J, eds. Soil-Foundation-Structure Interaction. Abingdon: CRC Press [Imprint], 2010.

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Minna, Karstunen, and Leoni Martino, eds. Geotechnics of soft soils: Focus on ground improvement : proceedings of the second International Workshop on Geotechnics of Soft Soils, Glasgow, Scotland, 3-5 September 2008. Leiden, Netherlands: CRC Press/Balkema, 2009.

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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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Book chapters on the topic "Soil-structure interaction; Foundations"

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Lazebnik, George E., and Gregory P. Tsinker. "Stiff Foundations on Cohesive and Nonhomogeneous Soils." In Monitoring of Soil-Structure Interaction, 153–64. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4615-5979-5_9.

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Ismail, Sahar, Fouad Kaddah, and Wassim Raphael. "Seismic Soil Structure Interaction of a Midrise Frame Structure." In Advanced Research on Shallow Foundations, 73–88. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01923-5_7.

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Andersen, L. "Dynamic soil-structure interaction of monopod and polypod foundations." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 2036–41. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-337.

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Rajkumar, Karmegam, R. Ayothiraman, and Vasant Matsagar. "Influence of Soil-Structure Interaction on Pile-Supported Machine Foundations." In Advances in Structural Engineering, 731–42. New Delhi: Springer India, 2014. http://dx.doi.org/10.1007/978-81-322-2190-6_58.

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Folić, Boris, and Radomir Folić. "Analysis of Seismic Interactions Soil-Foundation—Bridge Structures for Different Foundations." In Coupled Site and Soil-Structure Interaction Effects with Application to Seismic Risk Mitigation, 179–91. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2697-2_14.

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Boominathan, A., Ramon Varghese, and Srilakshmi K. Nair. "Soil–Structure Interaction Analysis of Pile Foundations Subjected to Dynamic Loads." In Developments in Geotechnical Engineering, 45–61. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-7721-0_3.

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Khanapurkar, S. M., V. R. Upadhye, and M. S. Dixit. "Analysis of Foundations and Soil–Structure Interaction Using FEM—A Review." In Smart Technologies for Energy, Environment and Sustainable Development, 315–22. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-6148-7_32.

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Prisco, Claudio di, Andrea Galli, and Mauro Vecchiotti. "Cyclic and dynamic mechanical behaviour of shallow foundations on granular deposits." In Coupled Site and Soil-Structure Interaction Effects with Application to Seismic Risk Mitigation, 139–50. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2697-2_11.

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Jia, Junbo. "Soil–Structure Interaction." In Soil Dynamics and Foundation Modeling, 177–90. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_5.

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Zheng, C., Andrea Franza, and R. Jimenez. "A Prediction Method Based on Elasticity and Soil-Structure Interaction for Deep-Excavation Induced Deformations of Pile Foundations." In Challenges and Innovations in Geomechanics, 239–46. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64518-2_29.

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Conference papers on the topic "Soil-structure interaction; Foundations"

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Poudel, Prabin, Abdelaziz Ads, and Magued Iskander. "Soil-Structure Interaction of Underreamed Piles." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483404.030.

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Mullapudi, T. Ravi S., and Ashraf Ayoub. "Soil Structure Interaction Through Two Parameter Foundation." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20055.

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Beams on foundations and piles resisting by surrounding soil are significantly complex due to the behavior of the surrounding semi-infinite soil media. Winkler’s model is the simplest element that account for the behavior of both the foundation and soil. The Winkler model is the one-parameter model which assumes the foundation reaction at a particular point is proportional to the soil displacement. Most of the existing elements assume the soil to be tensionless or even elastic. In reality, the soil cohesiveness plays an important role in the behavior of foundation elements. In this paper a new finite element formulation was developed in which the soil can be viewed as an inelastic element with a combination of cohesive behavior that transmits rotations due to bending, in addition to the well-known Winkler effect known as the two-parameter model. The non linear response of structures resting on this improved foundation model is analyzed following a Pasternak approach with improved soil parameters. The soil parameters are evaluated by an internal iteration which depends upon the loading and foundation parameters. Parametric analyses of a foundation element have been carried out and comparisons were made between different foundation parameters. The numerical performance of the element was further enhanced by adopting the newly developed mixed finite element formulation with fiber discretization. The presented solutions and applications show the superiority of the element in simulating the complex response of foundation structures.
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Mercado, Jaime A., Luis G. Arboleda-Monsalve, and Kevin Mackie. "Study of Period Lengthening Effects in Soil–Structure Interaction Systems." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483428.001.

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Abdalla, Basel, F. Steven Wang, and M. Kabir Hossain. "FEA-Based Stability Analysis of Mudmats: Coupled Soil-Structure-Flowline Interaction Model." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10955.

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The traditional method of foundation stability assessment for subsea structures is to calculate the bearing capacity factor of safety using classical approach given in the API-RP-2A/2GEO. This classical approach can be overly conservative for foundations under complex loading conditions (e.g., multiple interacting loads). A typical example is pipeline end manifold or flowline sled, which can be subject to self-weight, structure-soil interaction, and multiple interface loads from flowline and jumpers under operational condition. A more rigorous 3D-FEA based assessment approach is developed in this paper to achieve more accurate bearing capacity estimates for a flowline sled supported by mudmat. This fully combined global model comprises the structure (with sliding mechanism), soil foundation, jumpers, and flowline as realistically as possible so as to capture the more accurate interactions among the different parts of whole sled-soil system. The use of such advanced numerical modeling has proven to improve the mudmat bearing capacity factor of safety.
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Montesi, Matteo. "Soil Structure Interaction Using p–y Analyses for Earth Retaining Structures." In International Foundations Congress and Equipment Expo 2021. Reston, VA: American Society of Civil Engineers, 2021. http://dx.doi.org/10.1061/9780784483411.001.

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de Sousa, Alex Micael Dantas, José Neres da Silva Filho, Yuri Daniel Jatobá Costa, Gracianne Maria Azevedo do Patrocínio, and Mariana Silva Freitas. "ANALYTICAL AND NUMERICAL STUDY OF SOIL-STRUCTURE INTERACTION ON BRIDGE'S FOUNDATIONS." In XXXVIII Iberian-Latin American Congress on Computational Methods in Engineering. Florianopolis, Brazil: ABMEC Brazilian Association of Computational Methods in Engineering, 2017. http://dx.doi.org/10.20906/cps/cilamce2017-0637.

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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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Roberts, Lance A., Damon Fick, and Anil Misra. "Design of Bridge Foundations Using a Performance-Based Soil-Structure Interaction Approach." In Structures Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)14.

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Li, Yuzhu, Tian Tang, and Muk Chen Ong. "A 3D Wave-Structure-Seabed Interaction Analysis of a Gravity-Based Wind Turbine Foundation." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-61640.

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In order to prevent the future risk of soil and structural failures, it is essential to evaluate the dynamic seabed soil behaviors in the vicinity of the offshore foundations under dynamic wave loadings. Three-dimensional (3D) numerical analysis is conducted on the interaction between waves, seabed soil and a gravity-based wind turbine foundation. An OpenFOAM based numerical code developed by Tang [1]for wave-structure-seabed interaction is applied. The nonlinear waves are modeled by solving the Navier-Stokes equations for incompressible flow. The dynamic structural response of the foundation is computed using a linear elasticity solver. The transient responses of the seabed are solved by an anisotropic poro-elastic soil solver. The dynamic interaction between different physical domains is implemented by boundary condition coupling and updating in the integrated FVM based framework. The dynamic wave pressure on the structure and the seabed, the elastic responses of the structure and the changes of the pore pressure, shear stress and seepage flow structure in the seabed are investigated. Highest wave-induced shear stress along the foundation is predicted by solving the deformable structure model. For the seabed soil in the vicinity of the foundation, it is found that the presence of the foundation affects the soil responses by amplifying the wave induced shearing effect on the underlying seabed. Vertical distributions of the pore pressure in the seabed beneath the foundation are investigated with different angles relative to the wave propagation direction. A parametric study of isotropic and anisotropic soil permeability is performed and demonstrates that for the simulated soil in this work, the consideration of the anisotropic permeability is suggested.
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Khosravi, A., S. Abdelrahman, and J. S. McCartney. "Evaluation of Thermal Soil-Structure Interaction in Energy Foundations Using an Impulse-Response Test." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.459.

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Reports on the topic "Soil-structure interaction; Foundations"

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Tong, C. Quantifying uncertainties of a Soil-Foundation Structure-Interaction System under Seismic Excitation. Office of Scientific and Technical Information (OSTI), April 2008. http://dx.doi.org/10.2172/928557.

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Ebeling, Robert M., and Ronald E. Wahl. Soil-Structure-Foundation Interaction Analysis of New Roller-Compacted Concrete North Lock Wall at McAlpine Locks. Fort Belvoir, VA: Defense Technical Information Center, July 1997. http://dx.doi.org/10.21236/ada327866.

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