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Soil structure interaction

About: Soil structure interaction is a research topic. Over the lifetime, 3653 publications have been published within this topic receiving 48890 citations.


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Journal ArticleDOI
Izuru Takewaki1
TL;DR: In this article, a new critical excitation method is developed for soil-structure interaction systems, where no special constraint of input motions is needed on nonstationarity, and the input energy expression can be of a compact form via the frequency integration of the product between the input component (Fourier amplitude spectrum) and the structural model component (the energy transfer function).

43 citations

Journal ArticleDOI
TL;DR: In this paper, the authors examined both the interaction between adjacent buildings due to pounding and interaction between the buildings through the soil as they affect the buildings' seismic responses, and the results indicated that pounding worsens the buildings’ condition because their seismic responses are amplified after pounding.
Abstract: Many closely located adjacent buildings have suffered from pounding during past earthquakes because they vibrated out of phase. Furthermore, buildings are usually constructed on soil; hence, there are interactions between the buildings and the underlying soil that should also be considered. This paper examines both the interaction between adjacent buildings due to pounding and the interaction between the buildings through the soil as they affect the buildings’ seismic responses. The developed model consists of adjacent shear buildings resting on a discrete soil model and a linear viscoelastic contact force model that connects the buildings during pounding. The seismic responses of adjacent buildings due to ground accelerations are obtained for two conditions: fixed-based (FB) and structure-soil-structure interaction (SSSI). The results indicate that pounding worsens the buildings’ condition because their seismic responses are amplified after pounding. Moreover, the underlying soil negatively impacts the buildings’ seismic responses during pounding because the ratio of their seismic response under SSSI conditions with pounding to those without pounding is greater than that of the FB condition.

43 citations

Journal ArticleDOI
TL;DR: In this article, a methodology for the design of bridges against tectonic deformation is presented, where the problem is decoupled in two analysis steps: the first (at the local level) deals with the response of a single pier and its foundation to fault rupture propagating through the soil, and the superstructure is modeled in a simplified manner; and the second (at global level) investigates detailed models of a superstructure subjected to the support (differential) displacements of step 1.
Abstract: The engineering community has devoted much effort to understanding the response of soil-structure systems to seismic ground motions, but little attention to the effects of an outcropping fault offset. The 1999 earthquakes of Turkey and Taiwan, offering a variety of case histories of structural damage due to faulting, have (re)fueled the interest on the subject. This paper presents a methodology for design of bridges against tectonic deformation. The problem is decoupled in two analysis steps: the first (at the local level) deals with the response of a single pier and its foundation to fault rupture propagating through the soil, and the superstructure is modeled in a simplified manner; and the second (at the global level) investigates detailed models of the superstructure subjected to the support (differential) displacements of Step 1. A parametric study investigates typical models of viaduct and overpass bridges, founded on piles or caissons. Fixed-head piled foundations are shown to be rather vulnerable to faulting-induced deformation. End-bearing piles in particular are unable to survive bedrock offsets exceeding 10 cm. Floating piles perform better, and if combined with hinged pile-to-cap connections, they could survive much larger offsets. Soil resilience is beneficial in reducing pile distress. Caisson foundations are almost invariably successful. Statically-indeterminate superstructures are quite vulnerable, while statically-determinate are insensitive (allowing differential displacements and rotations without suffering any distress). For large-span cantilever-construction bridges, where a statically determinate system is hardly an option, inserting resilient seismic isolation bearings is advantageous as long as ample seating can prevent the deck from falling off the supports. An actual application of the developed method is presented for a major bridge, demonstrating the feasibility of design against tectonic deformation.

43 citations

Journal ArticleDOI
TL;DR: In this article, a finite element software is used to generate models incorporating the ground material and a supported rigid structure, and ground movements are broken down into two basic movements: ground curvature and horizontal strain.

43 citations

Journal ArticleDOI
TL;DR: In this article, a non-linear finite element (FE) model is presented to account for soil column effects on strong ground motion, and a three-dimensional bounding surface plasticity model with a vanishing elastic region is formulated to accommodate the effects of plastic deformation right at the onset of loading.
Abstract: A non-linear finite element (FE) model is presented to account for soil column effects on strong ground motion. A three-dimensional bounding surface plasticity model with a vanishing elastic region, appropriate for non-liquefiable soils, is formulated to accommodate the effects of plastic deformation right at the onset of loading. The elasto-plastic constitutive model is cast within the framework of a FE soil column model, and is used to re-analyse the downhole motion recorded by an array at a Large-Scale Seismic Test (LSST) site in Lotung, Taiwan, during the earthquake of 20 May 1986; as well as the ground motion recorded at Gilroy 2 reference site during the Loma Prieta earthquake of 17 October 1989. Results of the analysis show maximum permanent shearing strains experienced by the soil column in the order of 0.15 per cent for the Lotung event and 0.8 per cent for the Loma Prieta earthquake, which correspond to modulus reduction factors of about 30 and 10 per cent respectively, implying strong non-linear response of the soil deposit at the two sites. Copyright © 2000 John Wiley & Sons, Ltd.

42 citations


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Performance
Metrics
No. of papers in the topic in previous years
YearPapers
202378
2022179
2021209
2020174
2019182
2018190