000013475 001__ 13475
000013475 005__ 20161114165555.0
000013475 04107 $$aeng
000013475 046__ $$k2011-05-25
000013475 100__ $$aVieira, C.
000013475 24500 $$aNumerical Modelling of a Geosynthetic Reinforced Steep Slope Subjected to Seismic Loading

000013475 24630 $$n3.$$pComputational Methods in Structural Dynamics and Earhquake Engineering
000013475 260__ $$bNational Technical University of Athens, 2011
000013475 506__ $$arestricted
000013475 520__ $$2eng$$aIn recent earthquakes the performance of reinforced soil retaining walls was diverse. The Hyogoken-Nambu (Kobe) Earthquake caused serious damage to conventional masonry retaining walls, unreinforced concrete gravity-type retaining walls and cantilever-type steel-reinforced concrete retaining walls, while geogrid-reinforced soil retaining walls, having a full-height concrete facing, performed very well during the earthquake [1]. On the other hand, the Chi-Chi earthquake, in Taiwan, caused serious damage to reinforced-soil retaining walls using keystones as facing [2]. In this work the two-dimensional finite difference program Fast Lagrangian Analysis of Continua FLAC [3] was used to model the seismic response of a geogrid reinforced steep slope constructed in the North of Portugal. This structure was built in the Portuguese main itinerary, IP3, and is part of a reestablishment. The reinforced slope has an extension of about 206.2 m and the reinforced soil area reaches a maximum height of about 19.6 m. The slope behaviour was observed during 13 months, which includes three months of construction period. The analysis of monitoring information of this geogrid reinforced steep slope and the numerical simulation of its construction are briefly presented. The seismic behaviour of this structure is analysed using FLAC program. Earthquake ground motions artificially generated with the program SIMQKE [4] were considered as seismic loading. The permanent displacements and reinforcement tensile forces are analysed and compared. The numerical simulation of seismic loading showed a good performance of the reinforced steep slope. Since the structure is an overpass embankment, permanent vertical settlements can be the most disquieting factor. The residual reinforcement tensile forces remain smaller than the long term design strength of the geogrids.

000013475 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000013475 653__ $$aReinforced soil, Geosynthetics, Numerical modelling, Seismic loading.

000013475 7112_ $$aCOMPDYN 2011 - 3rd International Thematic Conference$$cIsland of Corfu (GR)$$d2011-05-25 / 2011-05-28$$gCOMPDYN2011
000013475 720__ $$aVieira, C.$$iLopes M., L.$$iCaldeira, L.
000013475 8560_ $$ffischerc@itam.cas.cz
000013475 8564_ $$s905353$$uhttps://invenio.itam.cas.cz/record/13475/files/162.pdf$$yOriginal version of the author's contribution as presented on CD, section: RS 12 Computational Methods in Geotechnical Earthquake Engineering.
000013475 962__ $$r13401
000013475 980__ $$aPAPER