Dissertations / Theses on the topic 'Soil-structure interaction'
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1
Warnakulasuriya, Hapuhennedige Surangith. "Soil structure interaction of buried pipes." Thesis, University of East London, 1999. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.286607.
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Lees, Andrew Steven. "Soil/structure interaction of temporary roadways." Thesis, University of Southampton, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.324808.
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Fairfield, Charles Alexander. "Soil-structure interaction in arch bridges." Thesis, University of Edinburgh, 1994. http://hdl.handle.net/1842/13809.
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European Community directives now insist upon the imposition of 11.5t axle weights for the assessment of highway bridges and structures. This need for heavier loads arises from the Community wide harmonisation of transport policy. Its successful implementation requires the urgent assessment of our bridge stock of some 75000 masonry arches. The analysis of arch bridges has long lacked an accurate method of assessing the loads transmitted to the arch ring by the surrounding soil. This thesis proposes pressure distributions suitable for use in the analysis of arch bridges. It examines, by way of instrumented small scale and in-situ tests, the soil-structure interaction effects arising from the backfill material. Observations of zones of soil displacement around a loaded arch are made in order to better describe the interactive effects. A finite element analysis of the instrumented tests was done and a parametric study was used to assess the effects of various material properties upon the system's behaviour. The inclusion of the interactive effects observed, and modelled, intends to lead to cost savings in the arch bridge assessment programme by reducing the conservatism inherent in the most common assessment methods. Design curves incorporating soil-structure interaction effects are presented where significant capacity increases can be seen compared with analyses ignoring the effects.
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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 proposésDespite 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
5
Ritter, Stefan. "Experiments in tunnel-soil-structure interaction." Thesis, University of Cambridge, 2018. https://www.repository.cam.ac.uk/handle/1810/273891.
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Urbanisation will require significant expansion of underground infrastructure, which results in unavoidable ground displacements that affect the built environment. Predicting the interaction between a tunnel, the soil and existing structures remains an engineering challenge due to the highly non-linear behaviour of both the soil and the building. This thesis investigates the interaction between a surface structure and tunnelling-induced ground displacements. Specifically, novel three-dimensionally printed building models with brittle material behaviour, similar to masonry, were developed and tested in a geotechnical centrifuge. This enabled replication of building models with representative global stiffness values and realistic building features including strip footings, intermediate walls, a rough soil-structure interface, building layouts and façade openings. By varying building characteristics, the impact of structural features on both the soil and building response to tunnelling in dense sand was investigated. Results illustrate that the presence of surface structures considerably altered the tunnelling-induced soil response. The building-to-tunnel position notably influences the magnitude of soil displacements and causes localised phenomena such as embedment of building corners. An increase of the façade opening area and building length reduces the alteration of the theoretical greenfield settlements, in particular the trough width. Moreover, the impact of varying the building layout is discussed in detail. For several building-tunnel scenarios, building distortions are quantified and the crucial role of building features is demonstrated. Structures spanning the greenfield inflection point experienced more deformation than identical structures positioned in either sagging or hogging, and partitioning a structure either side of the greenfield inflection point is shown to lead to unconservative damage assessments. Results also quantify the significant extent to which structural distortions increase as façade openings and building length increases. Observed building damage and cracking patterns confirm the reported trends. The experimental results are used to evaluate the performance of available methods to assess the behaviour of buildings to tunnelling. Predictions ignoring soil-structure interaction are usually overly conservative, while approaches based on the relative stiffness of a structure and the soil result in inconsistent predictions, though some methods performed better than others. Practical improvements to consider structural details when assessing this tunnel-soil-structure system are finally proposed.
6
Gandomzadeh, Ali. "Dynamic soil-structure interaction : effect of nonlinear soil behavior." Phd thesis, Université Paris-Est, 2011. http://tel.archives-ouvertes.fr/tel-00648179.
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The interaction of the soil with the structure has been largely explored the assumption of material and geometrical linearity of the soil. Nevertheless, for moderate or strong seismic events, the maximum shear strain can easily reach the elastic limit of the soil behavior. Considering soil-structure interaction, the nonlinear effects may change the soil stiffness at the base of the structure and therefore energy dissipation into the soil. Consequently, ignoring the nonlinear characteristics of the dynamic soil-structure interaction (DSSI) this phenomenon could lead toerroneous predictions of structural response. The goal of this work is to implement a fully nonlinear constitutive model for soils into anumerical code in order to investigate the effect of soil nonlinearity on dynamic soil structureinteraction. Moreover, different issues are taken into account such as the effect of confining stress on the shear modulus of the soil, initial static condition, contact elements in the soil-structure interface, etc. During this work, a simple absorbing layer method based on a Rayleigh / Caughey damping formulation, which is often already available in existing. Finite Element softwares, is also presented. The stability conditions of the wave propagation problems are studied and it is shown that the linear and nonlinear behavior are very different when dealing with numerical dispersion. It is shown that the 10 points per wavelength rule, recommended in the literature for the elastic media is not sufficient for the nonlinear case. The implemented model is first numerically verified by comparing the results with other known numerical codes. Afterward, a parametric study is carried out for different types of structures and various soil profiles to characterize nonlinear effects. Different features of the DSSI are compared to the linear case : modification of the amplitude and frequency content of the waves propagated into the soil, fundamental frequency, energy dissipation in the soil and the response of the soil-structure system. Through these parametric studies we show that depending on the soil properties, frequency content of the soil response could change significantly due to the soil nonlinearity. The peaks of the transfer function between free field and outcropping responsesshift to lower frequencies and amplification happens at this frequency range. Amplificationreduction for the high frequencies and even deamplication may happen for high level inputmotions. These changes influence the structural response.We show that depending on the combination of the fundamental frequency of the structureand the the natural frequency of the soil, the effect of soil-structure interaction could be significant or negligible. However, the effect of structure weight and rocking of the superstructurecould change the results. Finally, the basin of Nice is used as an example of wave propagation ona heterogeneous nonlinear media and dynamic soil-structure interaction. The basin response isstrongly dependent on the combination of soil nonlinearity, topographic effects and impedancecontrast between soil layers. For the selected structures and soil profiles of this work, the performed numerical simulations show that the shift of the fundamental frequency is not a goodindex to discriminate linear from nonlinear soil behavior
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Yogendrakumar, Muthucumarasamy. "Dynamic soil-structure interaction : theory and verification." Thesis, University of British Columbia, 1988. http://hdl.handle.net/2429/29222.
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A nonlinear effective stress method of analysis for determining the static and dynamic response of 2-D embankments and soil-structure interaction systems is presented. The method of analysis is incorporated in the computer program TARA-3. The constitutive model in TARA-3 is expressed as a sum of a shear stress model and a normal stress model. The behavior in shear is assumed to be nonlinear and hysteretic, exhibiting Masing behavior under unloading and reloading. The response of the soil to uniform all round pressure is assumed to nonlinearly elastic and dependent on the mean normal effective stresses.
The porewater pressures required in the dynamic effective stress method of analysis are obtained by the Martin-Finn-Seed porewater pressure generation model modified to include the effect of initial static shear. During dynamic analysis, the effective stress regime and consequently the soil properties are modified for the effect of seismically induced porewater pressures.
A very attractive feature of TARA-3 is that all the parameters required for an analysis may be obtained from conventional geotechnical engineering tests either in-situ or in laboratory.
A novel feature of the program is that the dynamic analysis can be conducted starting from the static stress-strain condition which leads to accumulating permanent deformations in the direction of the smallest residual resistance to deformation. The program can also start the dynamic analysis from a zero stress-zero strain condition as is done conventionally in engineering practice.
The program includes an energy transmitting base and lateral energy transmitting boundaries to simulate the radiation of energy which occurs in the field.
The program predicts accelerations, porewater pressures, instantaneous dynamic deformations, permanent deformations due to the hysteretic stress-strain response, deformations due to gravity acting on the softening soil and deformations due to consolidation as the seismic porewater pressures dissipate.
The capability of TARA-3 to model the response of soil structures and soil-structure interaction systems during earthquakes has been validated using data from simulated earthquake tests on a variety of centrifuged models conducted on the large geotechnical centrifuge at Cambridge University in the United Kingdom. The data base includes acceleration time histories, porewater pressure time histories and deformations at many locations within the models. The program was able to successfully simulate acceleration and porewater pressure time histories and residual deformations in the models.
The validation program suggests that TARA-3 is an efficient and reliable program for the nonlinear effective stress analysis of many important problems in geotechnical engineering for which 2-D plane strain representation is adequate.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
8
Sun, Hepn Wing. "Ground deformation mechanisms for soil-structure interaction." Thesis, University of Cambridge, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.303931.
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David, Thevaneyan Krishta David. "Integral bridges: modelling the soil-structure interaction." Thesis, University of Leeds, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.581881.
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Integral abutment bridges, also known as integral bridges, have become one of the most common types of joint-less bridge construction, certainly over the last three decades. Their principal advantages are derived from the elimination of expansion joints and bearings, making them a very cost-effective system in terms of construction, maintenance, and longevity. The elimination of joints from bridges creates a significant soil-structure interaction behind the abutment and the piles generating an interesting problem since the response of the different elements of the integral bridge are interdependent. This research project used numerical analyses to investigate the complex interactions that exist between the structural components of the stub-type integral abutment bridge and the backfill soil. Where possible, these results were validated with existing field data. A literature review was conducted to gain an insight into the behaviour of integral abutment bridges, particularly the soil-structure interaction of integral bridges. To gain a better understanding of the behaviour of integral abutment bridges and their interaction with the backfill soil adjacent to the abutment and the piles, particularly due to thermally induced movement/loads, a 2D finite element analysis was performed on a typical integral abutment bridge using OASYS GSA and OASYS SAFE. The results from this research are believed to help answer two of the most debated issues with respect to stub-type integral abutment bridge-soil interaction analyses. Firstly, it is clear, and now possible, that a reliably accurate soil profile is used in the analysis/design. The Mohr-Coulomb soil model was found to realistically represent the soil behaviour. Secondly, the research may suggest that cyclic movements / loads may not significantly influence the overall behaviour of integral abutment bridges. In addition, it was found that the development of earth pressure behind the integral abutment is significantly affected by the backfill soil properties and is a function of the integral abutment displacement. Limiting values for the abutment displacement, which induces maximum backfill pressure, have been suggested. The soil separation phenomenon (gapping) was also found to significantly affect the backfill/foundation soil-load relationship behaviour. Implications· of this research for practising engineers and recommendations for future research work are also included.
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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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Zolghadr, Zadeh Jahromi Hamid. "Partitioned analysis of nonlinear soil-structure interaction." Thesis, Imperial College London, 2009. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.512070.
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Taunton, Paul R. "Centrifuge modelling of soil/masonry structure interaction." Thesis, Cardiff University, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.244112.
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Callaway, Phillip Arthur. "Soil-structure interaction in masonry arch bridges." Thesis, University of Sheffield, 2007. http://etheses.whiterose.ac.uk/3036/.
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Pang, Sydney Carleton University Dissertation Engineering Civil. "Soil-structure interaction in discontinuous shear zones." Ottawa, 1989.
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Balendra, Surendran. "Numerical modeling of dynamic soil-pile-structure interaction." Online access for everyone, 2005. http://www.dissertations.wsu.edu/Thesis/Fall2005/s%5Fbalendra%5F120705.pdf.
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Bayoglu, Flener Esra. "Soil-structure interaction for integral bridges and culverts." Licentiate thesis, KTH, Civil and Architectural Engineering, 2004. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-1715.
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Nyaoro, Dalmas Lucas. "Analysis of soil-structure interaction by finite elements." Thesis, Imperial College London, 1989. http://hdl.handle.net/10044/1/8675.
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Lu, Yang. "Seismic soil-structure interaction in performance-based design." Thesis, University of Nottingham, 2016. http://eprints.nottingham.ac.uk/33704/.
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Soil-Structure Interaction (SSI) procedures for performance-based seismic design of building structures have been in existence in design guidelines and provisions for decades. However, several issues still remain regarding the application of these procedures to inelastic multi-storey buildings. Three main issues are identified and investigated in this research. Firstly, the gap between code-specified design response spectra and base shear demands of inelastic flexible-base multi-storey buildings is bridged by introducing a strength reduction factor RF and a Multi-Degree-Of-Freedom (MDOF) modification factor RM. The strength reduction factor RF, derived based on the combined (and similar) effects of SSI and structural yielding, allows base shear demands of a flexible-base yielding Single-Degree-Of-Freedom (SDOF) structure to be calculated directly from code design response spectra. The MDOF modification factor RM links base shear demand of a MDOF structure to that of its SDOF counterpart. Secondly, the effect of frequency content of ground motions on elastic and inelastic flexible-base buildings located on very soft soil profiles is examined. Results showed that normalising the equivalent period of a SSI system Tssi by the corresponding predominant periods resulted in more rational spectra for seismic design purposes. In the elastic response spectra, Tssi is normalised by the spectrum predominant period TP corresponding to the peak ordinate of a 5% damped elastic acceleration spectrum, while for nonlinear structures Tssi should be normalised by the predominant period of the ground motion, Tg, at which the relative velocity spectrum reaches its maximum value. It is shown that an actual SSI system can be replaced by an equivalent fixed-base SDOF (EFSDOF) oscillator having a natural period of Tssi, a viscous damping ratio xissi and a global ductility ratio of mussi. The EFSDOF oscillator performed well for linear systems while, in general, overestimated ductility reduction factor Rmu of SSI systems with high initial damping ratio, which consequently led to an underestimation of inelastic displacement ratio Cmu. The two issues stated above were addressed by results of a large number of response history analyses performed using a simplified SSI model where the foundation response was assumed to be linearly elastic and frequency-dependent. The soil-foundation model, developed on the basis of the cone theory, has been verified to be a reliable tool for simulating dynamic soil-foundation interaction. Finally, in order to take into account foundation nonlinearity in preliminary seismic design of building structures, a simplified nonlinear sway-rocking model was developed. The proposed model is intended to capture the nonlinear load-displacement response of shallow foundations during strong earthquake events where foundation bearing capacity is fully mobilised. Emphasis is given to heavily-loaded structures resting on a saturated clay half-space. The variation of soil stiffness and strength with depth, referred to as soil non-homogeneity, is considered in the model. Although independent springs are utilised for each of the swaying and rocking motions, coupling between these motions is taken into account by expressing the load-displacement relations as functions of the factor of safety against vertical bearing capacity failure (FSV) and the moment-to-shear ratio (M/H). The simplified model is calibrated and validated against results from a series of static push-over and dynamic analyses performed using a more rigorous finite-difference numerical model. Despite some limitations of the current implementation, the concept of this model gives engineers more degrees of freedom in defining their own model components, providing a good balance between simplicity, flexibility and accuracy.
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Nieto, ferro Alex. "Nonlinear Dynamic Soil-Structure Interaction in Earthquake Engineering." Thesis, Châtenay-Malabry, Ecole centrale de Paris, 2013. http://www.theses.fr/2013ECAP0006/document.
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Ce travail détaille une approche de calcul pour la résolution de problèmes dynamiques qui combinent des discrétisations en temps et dans le domaine de Laplace reposant sur une technique de sous-structuration. En particulier, la méthode développée cherche à remplir le besoin industriel de réaliser des calculs dynamiques tridimensionnels pour le risque sismique en prenant en compte des effets non-linéaires d'interaction sol-structure (ISS). Deux sous-domaines sont considérés dans ce problème. D'une part, le domaine de sol linéaire et non-borné qui est modélisé par une impédance de bord discrétisée dans le domaine de Laplace au moyen d'une méthode d'éléments de frontière ; et, de l'autre part, la superstructure qui fait référence pas seulement à la structure et sa fondation mais aussi, éventuellement, à une partie du sol présentant un comportement non-linéaire. Ce dernier sous-domaine est formulé dans le domaine temporel et discrétisé avec la méthode des éléments finis (FE). Dans ce cadre, les forces liées à l'ISS s'écrivent sous la forme d'une intégrale de convolution en temps dont le noyau est la transformée de Laplace inverse de la matrice d'impédance de sol. Pour pouvoir évaluer cette convolution dans le domaine temporel à partir d'une impédance de sol définie dans le domaine de Laplace, une approche basée sur des Quadratures de Convolution (QC) est présentée : la méthode hybride Laplace-Temps (L-T). La stabilité numérique de son couplage avec un schéma d'intégration de type Newmark est ensuite étudiée sur plusieurs modèles d'ISS en dynamique linéaire et non-linéaire. Finalement, la méthode L-T est testée sur un modèle numérique plus complexe, proche d'une application sismique de caractère industriel, et des résultats satisfaisants sont obtenus par rapport aux solutions de référenceThe present work addresses a computational methodology to solve dynamic problems coupling time and Laplace domain discretizations within a domain decomposition approach. In particular, the proposed methodology aims at meeting the industrial need of performing more accurate seismic risk assessments by accounting for three-dimensional dynamic soil-structure interaction (DSSI) in nonlinear analysis. Two subdomains are considered in this problem. On the one hand, the linear and unbounded domain of soil which is modelled by an impedance operator computed in the Laplace domain using a Boundary Element (BE) method; and, on the other hand, the superstructure which refers not only to the structure and its foundations but also to a region of soil that possibly exhibits nonlinear behaviour. The latter subdomain is formulated in the time domain and discretized using a Finite Element (FE) method. In this framework, the DSSI forces are expressed as a time convolution integral whose kernel is the inverse Laplace transform of the soil impedance matrix. In order to evaluate this convolution in the time domain by means of the soil impedance matrix (available in the Laplace domain), a Convolution Quadrature-based approach called the Hybrid Laplace-Time domain Approach (HLTA), is thus introduced. Its numerical stability when coupled to Newmark time integration schemes is subsequently investigated through several numerical examples of DSSI applications in linear and nonlinear analyses. The HLTA is finally tested on a more complex numerical model, closer to that of an industrial seismic application, and good results are obtained when compared to the reference solutions
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Zhang, Jian Jing. "Seismic soil-structure interaction in the time domain." Thesis, University of Canterbury. Civil Engineering, 2000. http://hdl.handle.net/10092/7849.
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A time domain analysis procedure and method for seismic soil-structure interaction analysis are introduced in this work. This includes the selection of the soil model, the far field model, the structural model and the soil-structure interaction analysis method.
The bounding surface plasticity model is implemented to model the near field. The boundary element method in the time domain is used as the far field model. A coupling method between the boundary elements and finite elements has been proposed, its main advantages being: equilibrium and compatibility conditions are used directly and the present boundary element and finite element packages only need a small modification before they are used in this coupled procedure.
Nonlinear local site analyses have been carried out. The comparisons of the effects of strong and weak input motions, different soft clay sites and different input motions on local site amplification show the effect of soil yielding on local site response.
A primary investigation of the effect of soil-structure interaction on structural response is carried out using the linear and nonlinear soil models. When the linear elastic model is used to represent the soil behaviour, the effects of different sites, frames and input motions from the basement rock on the soil-structure interaction are investigated. The results show that the natural vibration periods of the site and structure can represent the effect of the site and structure on the soil-structure interaction and the predominant period of the input motion can represent the effect of the input motion on soil-structure interaction. Acceleration response at the foundation, displacement at the top floor, inter-storey shear force and the rocking of the foundation are used to show the effect of the natural periods on the soil-structure interaction. When the nonlinear soil model is used to represent the soil behaviour, a comparison of the results of the linear and nonlinear analyses shows that the soil yielding has a great influence on vibration frequency and vibration amplitude of both the acceleration and the displacement at the foundation and at the top floor of the structures. The permanent settlement of the foundation shows its accumulative characteristics.
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鄭榕明 and Yung-ming Cheng. "Large strain elasto-plastic soil-structure interaction analysis." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 1992. http://hub.hku.hk/bib/B31232528.
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Yan, Xiaorong, and 閆晓荣. "Soil-structure interaction under multi-directional earthquake loading." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B48199217.
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The dynamic interaction between the soil and the structure resting on it during
earthquakes can alter the response characteristics both of the structure and the soil.
Despite significant efforts over the past decades, the interaction effect is not yet
fully understood and is sometimes misunderstood. In the context of performance
based design, there remain a number of uncertainties to be addressed seriously.
Current practice of seismic soil-structure response analysis has tended to focus on
the effect of horizontal motion although actual ground motions are comprised of
both horizontal and vertical components. In several recent earthquakes, very
strong vertical ground motions have been recorded, raising great concern over the
potential effect of vertical motion on engineering structures. To address this
emerging problem, seismic response considering the soil-structure interaction
effect to both vertical and horizontal earthquake motions needs to be investigated.
This thesis presents a simple and practical framework for the analysis of site
response and soil-structure interaction to both horizontal and vertical earthquake
motions, which can take into account the soil nonlinearity and material damping
effect. The analysis procedure involves the use of the dynamic stiffness matrix
method and equivalent-linear approach and is built in the modern MATLAB
environment to take the full advantages of the matrix operations in MATLAB.
The input motions can be specified at the soil–bedrock interface or a rock
outcropping. A detailed assessment of the procedure is provided to illustrate that
the procedure is able to produce acceptable predictions of both vertical and
horizontal response of soil-structure systems. It is shown that soil nonlinearity
plays an important role in altering the response of the structure and soil, and the
methods of analysis for soil-structure interaction adopted in current engineering
practice may not be able to adequately account for soil nonlinearity. Furthermore,
effects of a number of influencing factors, such as material damping ratio,
Poisson’s ratio of soil, intensity and location of input motion and the embedment
ratio of the foundation are examined, leading to several useful implications for
seismic engineering practice.published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy
23
Wen, D. "Soil-structure interaction in brick and blockwork walls." Thesis, University of Newcastle Upon Tyne, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.379738.
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Bae, S.-K. "Soil-structure interaction in small-diameter clayware pipelines." Thesis, University of Newcastle Upon Tyne, 1985. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.355848.
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Quan, Jun [Verfasser]. "Meshfree Methods in Soil-Structure Interaction / Jun Quan." Aachen : Shaker, 2007. http://d-nb.info/1166510875/34.
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Zhu, Kaixin. "Nuclear Reactor Seismic Analysis Considering Soil-Structure Interaction." Thesis, KTH, Fysik, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-231328.
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Cheng, Yung-ming. "Large strain elasto-plastic soil-structure interaction analysis /." Hong Kong : University of Hong Kong, 1992. http://sunzi.lib.hku.hk/hkuto/record.jsp?B13212758.
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Nieto, Ferro Alex. "Nonlinear Dynamic Soil-Structure Interaction in Earthquake Engineering." Phd thesis, Ecole Centrale Paris, 2013. http://tel.archives-ouvertes.fr/tel-00944139.
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The present work addresses a computational methodology to solve dynamic problems coupling time and Laplace domain discretizations within a domain decomposition approach. In particular, the proposed methodology aims at meeting the industrial need of performing more accurate seismic risk assessments by accounting for three-dimensional dynamic soil-structure interaction (DSSI) in nonlinear analysis. Two subdomains are considered in this problem. On the one hand, the linear and unbounded domain of soil which is modelled by an impedance operator computed in the Laplace domain using a Boundary Element (BE) method; and, on the other hand, the superstructure which refers not only to the structure and its foundations but also to a region of soil that possibly exhibits nonlinear behaviour. The latter subdomain is formulated in the time domain and discretized using a Finite Element (FE) method. In this framework, the DSSI forces are expressed as a time convolution integral whose kernel is the inverse Laplace transform of the soil impedance matrix. In order to evaluate this convolution in the time domain by means of the soil impedance matrix (available in the Laplace domain), a Convolution Quadrature-based approach called the Hybrid Laplace-Time domain Approach (HLTA), is thus introduced. Its numerical stability when coupled to Newmark time integration schemes is subsequently investigated through several numerical examples of DSSI applications in linear and nonlinear analyses. The HLTA is finally tested on a more complex numerical model, closer to that of an industrial seismic application, and good results are obtained when compared to the reference solutions.
29
Romanel, Celso 1952. "DYNAMIC SOIL-STRUCTURE INTERACTION IN A LAYERED MEDIUM." Thesis, The University of Arizona, 1987. http://hdl.handle.net/10150/276511.
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The most popular method in dynamic soil-structure interaction analysis is the finite element method. The versatility in problems involving different materials and complex geometries is its main advantage, yet FEM can not simulate unbounded domains completely. A hybrid method is proposed in this research, which models the near field (structure and surrounding soil) by finite elements and the far field by a continuum approach. The system is excited by monochromatic body waves (P and SV) propagating with oblique incidence and harmonic time dependence. The far field problem is solved using Thomson-Haskell formulation associated with the delta matrix technique. The soil profile does not contain any soft layer and the layers are assumed to be linearly elastic, isotropic, homogeneous and perfectly bonded at the interfaces. Two-dimensional (in-plane) formulation is considered and the analysis is performed on both k- and o-planes through time and spatial Fourier transforms of the field equations and boundary conditions. (Abstract shortened with permission of author.)
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Aldaikh, Hesham S. H. "Discrete models for the study of dynamic structure-soil-structure interaction." Thesis, University of Bristol, 2013. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.633205.
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The problem of Dynamic Structure-Soil-Structure Interaction (SSSI) refers to the mutual interaction of adjacent buildings in built-up high density areas through the underlying soil under earthquake excitation. Due to the complexity of the problem, past studies have mainly considered the use of intricate mathematical formulations or the computationally demanding numerical Finite Element and Boundary Element methods. In the present study, linear elastic two-dimensional formulations are proposed using simple discrete lumped parameter models for structures and soil for groups of two and three adjacent buildings systems. The formulation includes a rotational spring as a key buildings interaction mechanism. Inverse power laws are proposed for this rotational interaction and for soil/foundation springs stiffnesses which turn out to be functions of spacing between adjacent buildings. These relationships are obtained by equating energies from the low order discrete and high order Finite Element models.
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Sribalaskandarajah, Kandiah. "A computational framework for dynamic soil-structure interaction analysis /." Thesis, Connect to this title online; UW restricted, 1996. http://hdl.handle.net/1773/10180.
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Maltidis, Georgios [Verfasser]. "Seismic soil structure interaction of navigation locks / Georgios Maltidis." Karlsruhe : KIT Scientific Publishing, 2017. http://www.ksp.kit.edu.
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Lin, Feng. "Application of boundary element method to soil-structure interaction." Thesis, London South Bank University, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.358360.
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Bennett, Terry. "Finite element-based non-linear dynamic soil-structure interaction." Thesis, University of Sheffield, 2002. http://etheses.whiterose.ac.uk/14472/.
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The modelling of unbounded domains is an important consideration in many engineering problems, for example in fluid flow, electro-magnetics, acoustics and solid mechanics. This thesis focuses on the problem of modelling elastic solids to infinity, with the specific purpose of modelling dynamic soil-structure interaction (DSSI). However, the reader should be aware that the techniques presented may also be adapted to address those other physical phenomena. The need for techniques to model the soil domain to infinity and a qualitative introduction into the problems associated with dynamic soil-structure interaction are outlined in chapter 1. This is done to illustrate why such an abstract mathematical concept of modelling infinite domains has an important role to play within the design process of large, safety critical, civil engineering structures. A brief review of a number of alternative ways of addressing this problem is given in chapter 2. Their relative strengths and weaknesses along with the typical applicability of the techniques is discussed. A consequence of this review is the identification of a very promising rigorous approach [59] which is singled-out for further study. A detailed explanation of this (Consistent Infinitesimal Finite Element Cell Method, CIFECM) method is then given in chapter 3. Attention is restricted to the use of the technique for solving the 3-D vector wave equation in the time domain. The features of the non-linear dynamic finite element code, into which the CIFECM has been incorporated, is highlighted in chapter 4. The non-linear (microplane) material model for quasi-brittle materials is described along with the solution strategy employed. It should be mentioned that the soil is treated within this thesis as drained linear elastic medium. The method of coupling the CIFECM into the dynamic equation of force equilibrium for both directly applied and transmitted loading regimes is detailed. Application of the code follows in chapter 5; firstly by introducing the simplest test problem of one finite element coupled with one CIFECM element to model a surface foundation. Comparisons are made between the dynamic displacements resulting from the method and standard FE solutions obtained from the use of extended meshes and fixed boundary conditions, along with a study of the influence input variables. Following these examples a larger (more realistic) engineering problem is tacked involving the simulation of an aircraft impact on a reinforced concrete nuclear containment vessel. This represents the first use of the method in a 3-D nonlinear structural analysis problem. The results illustrate the practical implications of including DSSI in the analysis. III In chapter 6, a series of general observations on the method are made with an assessment of its value together with a discussion on its wider application to other engineering fields. Possible future developments to make the method more computationally efficient are finally suggested.
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Hofstetter, Marcel, and Nima Pashai. "Soil-structure interaction for traffic induced vibrations in buildings." Thesis, KTH, Bro- och stålbyggnad, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-233001.
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Major cities in Sweden experience a population growth, demanding innovative solutions regarding land exploitation for residential housing. One solution is to build closer to existing railway tracks, however difficulties arise regarding determining traffic induced vibrations from trains. This sometimes results in vibrations being too large in buildings regarding comfort, resulting in expensive measures taken as to reduce the vibrations. The scope of this thesis is to investigate the soil-structure interaction caused by traffic induced vibrations in buildings using ABAQUS FE software, where the aim is to partly investigate how a structure effects surrounding soil, partly to investigate which parameters of a structure has largest favorable impact on foundation vibrations. Major results include that ground vibrations at 2-4 meters parallel to a structure relative to the vibration source remain constant, independent on whether a house is present or not. Further results show that increasing the thickness of the foundation slab has a mitigating effect on the induced vibrations. The main conclusions of this thesis include that quadratic elements are superior to linear elements for dynamic analyses for soil, and that accelerometers should be placed at least 2-4 m next to an existing structure to obtain accurate measurements comparable to if no structure was present.Större städer i Sverige upplever en befolkningstillväxt, vilket resulterar i att kreativa lösningar måste introduceras gällande markexploatering för bostadshus. En sådan lösning är att bygga närmre befintlig järnväg, dock resulterar detta i svårigheter gällande att kvantifiera magnituden av trafikinducerade vibrationer i byggnadsfundament orsakade av tågtrafik. En konsekvens av detta är att vibrationsnivåerna i husen ibland blir för stora sett till komfortvibrationer, vilket resulterar i att dyra åtgärder måste tas för att minska vibrationerna. Denna avhandling syftar till att genom att använda ABAQUS FE-mjukvara utforska jord-strukturinverkan i hus orsakade av trafikvibrationer. Målet är delvis att undersöka hur byggnation påverkar omgivande markvibrationer, delvis att undersöka vilka parametrar som har störst gynnsam effekt gällande dämpning av trafikinducerade vibrationer. De viktigaste resultaten indikerar att markvibrationer 2-4 meter bredvid ett hus relativt vibrationskällan förblir oförändrade oberoende av om byggnation existerar eller ej, samt att en ökning av tjockleken av grundplattan resulterar i minskade fundamentvibrationer. Slutsatserna som presenteras är flera, däribland att kvadratiska element är mer beräkningseffektiva än linjära element för dynamiska analyser för jord, samt att accelerometrar bör placeras minst 2-4 m bredvid ett befintligt hus för att erhålla mätdata jämförbara med om ett hus inte skulle finnas på platsen.
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Efretuei, Edet Okon. "Thermal impact on soil-structure interaction for integral bridges." Thesis, University of Leeds, 2013. http://etheses.whiterose.ac.uk/4953/.
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Integral bridges are generally considered an attractive alternative to conventional bridges presenting the economic advantage of lower construction and maintenance costs. However, the concept of the integral bridge presents other challenges primarily arising from the monolithic connection that exists between the superstructure and the substructure. Thermal loading leads to daily cycles of expansion and contraction superimposed on seasonal cycles. This results in significantly higher soil-structure interaction activity that may lead to excessive earth pressures behind the abutment and potential failure of the soil and structure. A parametric study was carried out to evaluate the impact of change in the backfill soil parameters and change in the season of construction on the earth pressures developed behind the abutment. The frequency of the daily and seasonal cycles of expansion and contraction is such that granular soils respond as fully drained materials. This is seldom the case for fine grained soils. Excess pore pressures are developed and some drainage may occur. However, data and resource limitations make it not feasible to accurately model this over the long term. Further the need to make assumptions about the temperature cycles and the permeability characteristics weakens the strength of the analysis. Therefore, an envelope of earth pressure generation was created in these parametric studies by modelling fine grained soils as fully drained and fully undrained. Plaxis 2D was used to model the bridge and surrounding soil. In developing a realistic model of an integral bridge, the first stage was to simulate a constructed instrumented integral bridge which presented measured values of temperature, deformation and earth pressures in time. This allowed the model to be validated and the sensitivity of the analysis to the parameters assessed. A second simulation was undertaken to compare the output of an integral bridge analysis using Plaxis 2D finite element software with a published study output carried out using the finite difference method. There were a number of challenges to overcome in modelling an integral bridge. These are described in some detail, highlighting the impact the assumptions made within this studies, had upon the output. It was found that the backfill stiffness parameter was the dominant factor that controlled the magnitude of earth pressure. The parametric study revealed that the season of construction affected the earth pressures generated behind the abutment with autumn and summer construction often leading to cumulatively lower earth pressures than spring and winter respectively. In integral bridge construction, it is common to use granular soils in backfill construction. However, the use of granular soils in foundation construction may not be sustainable as a result of material availability and construction cost. Fine grained soils are alternatively used where granular soils are not. It was found that modelling fine grained foundation soils as fully drained and fully undrained produced significant variations in the behaviour of the backfill soil and the resulting earth pressure pattern. It is therefore necessary to take into account the impact of thermal loading on the envelope of earth pressure to ensure that the capacity of the structure and soils are not exceeded or underutilised.
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Pitilakis, Dimitris. "Soil-structure interaction modeling using equivalent linear soil behavior in the substructure method." Châtenay-Malabry, Ecole centrale de Paris, 2006. http://www.theses.fr/2006ECAP1067.
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Une procédure numérique, ainsi qu’un code numérique (MISS3D-EqL), est développés pour prendre en compte le comportement nonlinéaire du sol dans l'interaction sol-structure. Le comportement linéaire équivalent est supposé pour le sol, alors que la réponse de la structure et ses effets sur le sol sont correctement pris en considération avec la méthode de sous-structuration dynamique. La procédure proposée est validée par d'autres logiciels numériques et moyens expérimentaux, comme des essais de tables vibrante et centrifugeuse. Les effets du comportement linéaire équivalent du sol sur la réponse du système sol-structure sont clairement démontrés par des analyses de cas représentatives. Une analyse des systèmes typiques de sol-structure est exécutée pour indiquer le ramollissement supplémentaire du système et l’augmentation de la dissipation d'énergie, comparé au cas linéaire. Considération particulière est donnée à l'évaluation des fonctions dynamiques d'impédance de la fondation. Les coefficients dynamiques de la rigidité et de l'amortissement radiatif sont estimés pour des fondations typiques posées sur des profils typiques de sol avec un comportement linéaire équivalent. Les effets du comportement nonlinéaire du sol sont montrés comparés au cas linéaire élastique. Le coefficient dynamique de rigidité se diminue avec l'augmentation de l'amplitude de l'accélération, avec la vitesse décroissante de cisaillement du sol et avec le module décroissant de cisaillement du sol, alors qu'il dépend de la contenue fréquentiel du séisme. Le coefficient de d'amortissement radiatif n’est pas affecté par le comportement nonlinéaire du sol, pour la plupart des applications pratiquesA numerical procedure, coded into a numerical code (MISS3D-EqL), is developed to accommodate for the effects of the nonlinear soil behavior on the soil-structure interaction (SSI) using an equivalent linear approach. Equivalent linear behavior is assumed for the soil, while the response of the structure to the ground shaking and its effects on the soil are properly taken into account using the substructure method. The proposed procedure is validated against other numerical software and experimental means, such as shaking table and centrifuge tests. The effects of the equivalent linear soil behavior on the soil-structure system response are clearly demonstrated by analyses of representative case studies. A recursive analysis of typical soil profiles and infrastructures is performed to reveal the further softening of the system and the increased energy dissipation, compared to the linear case, due to the equivalent linear soil behavior. Special emphasis is given to the estimation of the foundation dynamic impedance functions. Dynamic stiffness and radiation dashpot coefficients are estimated for typical footings resting on typical soil profiles with equivalent linear behavior. The effects of the nonlinear soil behavior on the dynamic coefficient are shown compared to the linear elastic case. The dynamic stiffness coefficient decreases with increasing input acceleration amplitude, with decreasing soil shear wave velocity and with decreasing soil shear modulus, while it depends on the frequency content of the earthquake. The radiation dashpot coefficient is unaffected by the nonlinear soil behavior for most practical applications
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Sze, Hon-yue, and 施漢裕. "Initial shear and confining stress effects on cyclic behaviour and liquefaction resistance of sands." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2010. http://hub.hku.hk/bib/B45700837.
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Jaradat, Yaser Mahmoud Mustafa. "Soil-structure interaction of FRP piles in integral abutment bridges." College Park, Md. : University of Maryland, 2005. http://hdl.handle.net/1903/2819.
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Thesis (Ph. D.) -- University of Maryland, College Park, 2005.Thesis research directed by: Civil Engineering. Title from t.p. of PDF. Includes bibliographical references. Published by UMI Dissertation Services, Ann Arbor, Mich. Also available in paper.
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García, García Julio Abraham. "Reduction of seismically induced structural vibrations considering soil-structure interaction." [S.l. : s.n.], 2002. http://deposit.ddb.de/cgi-bin/dokserv?idn=969246390.
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Zulkifli, Ediansjah. "Consistent description of radiation damping in transient soil-structure interaction." Doctoral thesis, Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2008. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1217499921691-59045.
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Dynamic soil-structure interaction problems are characterized by an unbounded soil-domain and thus by radiation damping. This radiation damping arises due to wave propagation from the excited structure into the subsoil and may lead to a reduction of the structural response. A consistent description of this radiation damping has been carried out by means of different concepts. A widely used approach truncates the unbounded medium by a special kind of absorbing boundaries which are free of artificial reflection. The resulting finite domain can be treated as usually by finite elements. In this report, an alternative method to represent an unbounded medium in a dynamic analysis is presented. In principle, it is a conjunction of the boundary element method (BEM) in the frequency domain to reproduce the far-field and the finite element method (FEM) in the time domain to analyze the near-field. This alternative procedure avoids the introduction of any artificial boundaries. The procedure is based on a rational approximation of the dynamic stiffness of the unbounded domain in the frequency-domain. In this report, the dynamic stiffness of the unbounded domain is obtained from the BEM. The matrix-valued coefficients of the rational approximation function are determined by means of a least-square procedure. The time-domain representation is achieved by splitting the rational force-displacement relation into a series of linear functions in the frequency-domain corresponding with first order differential equations in the time-domain. This splitting process has been demonstrated as numerically effective and in addition, no Fourier transformation is necessary. In this thesis, dynamic soil-structure interaction problems with a relatively large number of degrees of freedom have been examined. These degrees of freedom arise from the discretization of the coupling interface, internal variables from the splitting procedure and from modeling the structure. The new method is especially suitable for systems with transient excitations as arising from rotating machines at startup and shutdown. The theoretical part of the thesis contains elements of system theory and discusses particularly stability problems arising from the rational approximation. The practical part presents a large amount of convergence studies and numerical results for layered soil and finally represents the propagation damping as a kind of damping ratio which is typically used in elementary structural dynamicsIn der Dynamik der Boden-Bauwerk-Interaktion wird der Boden in vielen Fällen durch ein unbegrenztes elastisches Medium beschrieben, wodurch das Phänomen der Abstrahldämpfung begründet wird. Diese Dämpfung entsteht durch Energietransfer von der erregten Struktur in den Boden durch Wellenausbreitung und reduziert somit die Strukturschwingungen. Um das infinite Bodengebiet dennoch durch finite Elemente beschreiben zu können, werden üblicherweise als Hilfsmaßnahme künstliche sogenannte absorbierende Ränder eingeführt. In dieser Arbeit wird eine alternative Methode zur Darstellung des unbegrenzten Mediums in der Dynamik vorgelegt. Im Prinzip handelt es sich um eine Kopplung der Rand-Element-Methode (REM) für den unendlichen Boden (das sogenannte Fernfeld) im Frequenzbereich und der Finite-Element-Methode (FEM) für das Nahfeld im Zeitbereich. Dieses alternative Verfahren vermeidet die Einführung künstlicher Ränder. Das Verfahren basiert auf einer rationalen Beschreibung der dynamischen Steifigkeit des Fernfeldes im Frequenzbereich. Diese Steifigkeit wird in der vorliegenden Arbeit durch die Rand-Element-Methode erzeugt. Die Matrix-wertigen Koeffizienten der rationalen Frequenzfunktion werden durch Minimierung des Fehlerquadrates berechnet. Die Transformation dieser Frequenzdarstellung in den Zeitbereich gelingt durch algebraische Überführung der rationalen Funktion in ein in der Frequenz lineares Hypersystem mit einer zugeordneten Zustandsgleichung erste Ordnung im Zeitbereich. Dieser Prozess hat sich als numerisch effektiv erwiesen und erfordert darüberhinaus keine Fourier-Transformation. Das entwickelte Vorgehen wird in dieser Arbeit an Problemen der dynamischen Boden-Bauwerk-Interaktion mit einer großen Anzahl von Freiheitsgraden erprobt. Diese Freiheitsgrade folgen aus der Diskretisierung in der Koppelfuge zwischen Boden und Struktur, der Diskretisierung der Struktur selbst und aus der Überführung in das Hypersystem mittels interner Variablen. Das neue Verfahren eignet sich insbesondere für Systeme mit transienter Erregung, wie sie beim An- und Auslaufen von Rotationsmaschinen ensteht. Der theoretische Teil der Arbeit wird geprägt durch Elemente der Systemtheorie und setzt sich zudem mit typischen Stabilitätsproblemen auseinander, die aus der rationalen Beschreibung entstehen. Der praktische Teil präsentiert Konvergenzstudien und numerische Ergebnisse für Boden-Bauwerk- Interaktionsprobleme mit geschichtetem Boden bei transienter Erregung mit Resonanzdurchlauf. Zudem gelingt eine Darstellung der Abstrahldämpfung in Form des Dämpfungsgrades D, wie er in der klassischen Strukturdynamik verwendet wird
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Bahcecioglu, Tunc. "Parallel Solution Of Soil-structure Interaction Problems On Pc Clusters." Master's thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12612954/index.pdf.
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Numerical assessment of soil structure interaction problems require heavy computational efforts because of the dynamic and iterative (nonlinear) nature of the problems. Furthermore,
modeling soil-structure interaction may require
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RUBIO, NELLY PIEDAD RUBIO. "DESIGN OF BURIED PIPELINES CONSIDERING THE RECIPROCAL SOIL-STRUCTURE INTERACTION." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2008. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=25795@1.
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Esta pesquisa tem como objetivo o desenvolvimento de uma metodologia com base no método de elementos finitos para o estudo do problema de contato com atrito que surge na interação solo-duto no comportamento de dutos enterrados. O tratamento das restrições de contato e a incorporação da lei do atrito (tipo Coulomb) é feita através do Método da Penalidade, tomando como referência o trabalho de Laursen e Simo (2002), onde as restrições de contato são impostas de maneira aproximada com o uso de parâmetros de penalidade para as forças normal e tangencial no contato. As relações cinemáticas são descritas em termos de uma função diferenciável da distancia entre os corpos (gap). Para a discretização são empregados elementos hexaedricos de 8 nós com uma formulação híbrida - Enhanced Assumed Strain (EAS) e os efeitos de comportamento não-linear dos materiais envolvidos são considerados na presença de grandes deslocamentos e grandes deformações. A teoria da plasticidade é utilizada para modelar a natureza não-linear das relações constitutivas do duto. Aplicações considerando o problema de contato com atrito que surge na interação solo-duto são apresentadas.This research aims the development of a methodology based on the finite element method for 3D frictional contact problems such as the frictional contact problem that arises from the soil-pipe interaction of buried pipelines. The treatment of the contact restrictions and the incorporation of the friction law of the Coulomb type are carried out through a penalty method, where the contact restrictions are imposed in an approximated manner using penalty parameters for both normal and tangential forces. The cinematic relations are established in terms of the diferential funtion of the gap between bodies. Hexahedral eight-node elements are employed based on the Enhanced Assumed Strain (EAS) concept and the effects of the non-linear behavior of the materials are considered in presence of large displacements and large deformations. The theory of plasticity is used to model the non-linear nature of the constitutive relations of the pipe. Applications are presented considering the frictional contact problem that arises on the interaction surfaces of a buried structure such as an oil pipeline.
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Prasad, Anumolu Meher. "Studies of soil-structure and fluid-structure interaction." Thesis, 1989. http://hdl.handle.net/1911/16283.
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This dissertation deals with two distinct topics: (1) The effects of soil-structure interaction, both kinematic and inertial, on the dynamic response of a variety of base-excited foundations and of simple structures supported on such foundations; and (2) the effects of fluid-structure interaction for relatively simple structural systems subjected to forces induced by waves and currents.
A fundamental step in the analysis of a base-excited structure-foundation system is the evaluation of the transfer functions of its foundation motion. Defined for harmonically excited massless foundations, these functions relate the amplitudes of the components of foundation motion to those of the free-field ground motion at some reference or control point. These functions are evaluated for surface-supported circular and rectangular rigid foundations and for embedded square foundations considering a spatially varying, horizontal free-field ground motion. Consideration is also given to more complex ground motions defined stochastically by a local power spectral density function and a spatial incoherence function. An approximate analyses based on the Iguchi-Scanlan averaging technique is employed. The structures examined are considered to have one lateral and one torsional degree of freedom in their fixed-base condition.
The response quantities examined include the ensemble means of the peak values of the lateral and torsional components of the foundation input motion and of the associated structural de formations. These responses are evaluated over wide ranges of the parameters involved and are compared with those obtained for no soil structure interaction and for kinematic interaction only. Simple, physically motivated interpretations are given for the observed differences.
The studies of fluid-structure interaction include comprehensive analyses of the differences in the responses of simple models of offshore structures computed by the standard and extended versions of Morison's equation for the hydrodynamic forces, and of the effects and relative importance of the numerous parameters involved. The responses are also evaluated by the equivalent linearization technique and Penzien's decoupling technique, and the interrelationship and accuracy of these approaches are elucidated. In addition, the decoupling technique is generalized to include consideration of a current of constant velocity, and a simple modification is proposed which improves the accuracy of this procedure. A simple approximation is included for the hydrodynamic modal damping values of multi-degree-of-freedom, stick-like systems.
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Nobahar, Arash. "Effects of soil spatial variability on soil-structure interaction /." 2003.
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羅博智. "Analysis of Soil-structure Interaction by Sub-structure Method." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/b246r8.
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碩士國立交通大學
土木工程系所
92
For the analysis of structure subjected to seismic excitation, the foundations of the structure are usually assumed to be rigid. However, for some case this assumption may not be valid. Therefore, the paper is trying to derive a simple soil-structure interaction scheme by substructure technique, which can easily employ the existing commercial program. In this method, the soil-structure interaction problem is solving in frequency domain, since the impedance matrix for foundation is frequency dependent. To obtain the impedance matrix, the commercial program ABAQUS of finite element method is employed. Since using finite element method to solve the problem of wave propagation in half-space medium, one must pay attention to some precautions that are element size and domain size of finite element method. These effects will be investigated. After the equations of motion for soil-structure interaction analysis are derived and the impedance matrix is found. A numerical example of one seven-story building subjected to earthquake excitation is investigated in order to shed some light on soil-structure interaction effect on the responses of a building structure to seismic excitations.
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Lin, Wei Shin, and 林葳欣. "Soil-Structure Interaction of Base-Isolated Buildings." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/04439615744323896101.
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Ding, Fang Ming, and 丁芳明. "Soil-Structure Interaction of Base-Isolated Bridges." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/87011126462670424476.
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Zhuang, Hong Ru, and 莊鴻儒. "Dynamic interaction response of soil-foundation-structure." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/06910616146773359069.
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Chen, Shih-Hsien, and 陳世賢. "The structure dynamic response to evaluate for soil-structure interaction." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/20538893346370414578.
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碩士國防大學中正理工學院
軍事工程研究所
91
The fix-base model adopted in traditional seismic design, the response spectrum is expressed by the surface of acceleration form, when structure proceeding dynamic response analysis. According to investigate by in the past scholar reveal, pure fix-base model to proceed analysis, the structure not entire suit the dynamics response of seismic, by considered soil-structure interaction response spectrum analysis method, intact explained the structure dynamic response. Therefore, this research key discuss which a simplified model to consider soil-structure interaction influence. And when consider soil-structure interaction discuss response spectrum analysis to rectify. So as to calculate structure maximum displacement and elasticity force and base shear. And to probe into different modal combination rule to influence for soil-structure interaction response spectrum analysis, the seismic design suitable was assured. By analysis result show, base side-away and rocking motion match impedance of the foundation soils for calculate, really can simple and easy evaluation structure seismic dynamic response. When foundation soils weak, consider soil-structure interaction promote accurate degree indeed. By structure''s characteristics choose best modal combination rule, can to expect achievement enough accurate degree, for modal combination rule suitably. Therefore, combine fix-base model with a simplified model that to consider soil-structure interaction proceeded with response spectrum method, indeed can effective exercise in engineering, it is regarded as seismic design of reference.