Seismic performance of bar-mat reinforced-soil retaining wall: Shaking table testing versus numerical analysis with modified kinematic hardening constitutive model

Anastasopoulos, I; Georgarakos, T; Georgiannou, V; Drosos, V; Kourkoulis, R

dc.contributor.author	Anastasopoulos, I	en
dc.contributor.author	Georgarakos, T	en
dc.contributor.author	Georgiannou, V	en
dc.contributor.author	Drosos, V	en
dc.contributor.author	Kourkoulis, R	en
dc.date.accessioned	2014-03-01T01:34:31Z
dc.date.available	2014-03-01T01:34:31Z
dc.date.issued	2010	en
dc.identifier.issn	0267-7261	en
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/20751
dc.subject	Constitutive Relations	en
dc.subject	Experimental Calibration Data	en
dc.subject	Numerical Analysis	en
dc.subject	Reinforced soil	en
dc.subject	Scale Effects	en
dc.subject	Shaking Table Testing	en
dc.subject.classification	Engineering, Geological	en
dc.subject.classification	Geosciences, Multidisciplinary	en
dc.subject.other	Constitutive relations	en
dc.subject.other	Experimental calibration	en
dc.subject.other	Experimental Calibration Data	en
dc.subject.other	Reinforced soil	en
dc.subject.other	Scale effects	en
dc.subject.other	Shaking table testing	en
dc.subject.other	Calibration	en
dc.subject.other	Constitutive models	en
dc.subject.other	Data handling	en
dc.subject.other	Earthquake resistance	en
dc.subject.other	Earthquakes	en
dc.subject.other	Geologic models	en
dc.subject.other	Hardening	en
dc.subject.other	Kinematics	en
dc.subject.other	Retaining walls	en
dc.subject.other	Rock pressure	en
dc.subject.other	Seismic waves	en
dc.subject.other	Soil testing	en
dc.subject.other	Soils	en
dc.subject.other	Finite element method	en
dc.subject.other	displacement	en
dc.subject.other	finite element method	en
dc.subject.other	kinematics	en
dc.subject.other	mathematical analysis	en
dc.subject.other	numerical model	en
dc.subject.other	plastic deformation	en
dc.subject.other	retaining wall	en
dc.subject.other	rupture	en
dc.subject.other	scale effect	en
dc.subject.other	seismic response	en
dc.subject.other	shaking table test	en
dc.subject.other	strong motion	en
dc.title	Seismic performance of bar-mat reinforced-soil retaining wall: Shaking table testing versus numerical analysis with modified kinematic hardening constitutive model	en
heal.type	journalArticle	en
heal.identifier.primary	10.1016/j.soildyn.2010.04.020	en
heal.identifier.secondary	http://dx.doi.org/10.1016/j.soildyn.2010.04.020	en
heal.language	English	en
heal.publicationDate	2010	en
heal.abstract	Reinforced-soil retaining structures possess inherent flexibility, and are believed to be insensitive to earthquake shaking. In fact, several such structures have successfully survived destructive earthquakes (Northridge 1994, Kobe 1995, Kocaeli 1999, and Chi-Chi 1999). This paper investigates experimentally and theoretically the seismic performance of a typical bar-mat retaining wall. First, a series of reduced-scale shaking table tests are conducted, using a variety of seismic excitations (real records and artificial multi-cycle motions). Then, the problem is analyzed numerically employing the finite element method. A modified kinematic hardening constitutive model is developed and encoded in ABAQUS through a user-defined subroutine. After calibrating the model parameters through laboratory element testing, the retaining walls are analyzed at model scale, assuming model parameters appropriate for very small confining pressures. After validating the numerical analysis through comparisons with shaking table test results, the problem is re-analyzed at prototype scale assuming model parameters for standard confining pressures. The results of shaking table testing are thus indirectly "converted" (extrapolated) to real scale. It is shown that: (a) for medium intensity motions (typical of M-s approximate to 6 earthquakes) the response is "quasi-elastic", and the permanent lateral displacement in reality could not exceed a few centimeters; (b) for larger intensity motions (typical of M-s approximate to 6.5-7 earthquakes) bearing the effects of forward rupture directivity or having a large number of strong motion cycles, plastic deformation accumulates and the permanent displacement is of the order of 10-15 cm (at prototype scale); and (c) a large number of strong motion cycles (N > 30) of unrealistically large amplitude (A=1.0 g) is required to activate a failure wedge behind the region of reinforced soil. Overall, the performance of the bar-mat reinforced-soil walls investigated in this paper is totally acceptable for realistic levels of seismic excitation. (C) 2010 Elsevier Ltd. All rights reserved.	en
heal.publisher	ELSEVIER SCI LTD	en
heal.journalName	Soil Dynamics and Earthquake Engineering	en
dc.identifier.doi	10.1016/j.soildyn.2010.04.020	en
dc.identifier.isi	ISI:000280986400020	en
dc.identifier.volume	30	en
dc.identifier.issue	10	en
dc.identifier.spage	1089	en
dc.identifier.epage	1105	en