Vertical-Facing Loads in Steel-Reinforced Soil Walls

dc.creatorDamians, IP
dc.creatorBathurst, RJ
dc.creatorJosa, A
dc.creatorLloret, A
dc.creatorAlbuquerque, PJR
dc.date2013
dc.dateSEP
dc.date2014-07-30T19:02:35Z
dc.date2015-11-26T16:55:22Z
dc.date2014-07-30T19:02:35Z
dc.date2015-11-26T16:55:22Z
dc.date.accessioned2018-03-28T23:42:39Z
dc.date.available2018-03-28T23:42:39Z
dc.identifierJournal Of Geotechnical And Geoenvironmental Engineering. Asce-amer Soc Civil Engineers, v. 139, n. 9, n. 1419, n. 1432, 2013.
dc.identifier1090-0241
dc.identifier1943-5606
dc.identifierWOS:000330517200002
dc.identifier10.1061/(ASCE)GT.1943-5606.0000874
dc.identifierhttp://www.repositorio.unicamp.br/jspui/handle/REPOSIP/72731
dc.identifierhttp://repositorio.unicamp.br/jspui/handle/REPOSIP/72731
dc.identifier.urihttp://repositorioslatinoamericanos.uchile.cl/handle/2250/1277081
dc.descriptionThe paper investigates the influence of backfill soil, foundation soil, and horizontal joint vertical compressibility on the magnitude of vertical loads developed in steel-reinforced soil concrete panel retaining walls at the end of construction. Measurements of toe loads recorded from instrumented field walls are reviewed and demonstrate that vertical toe loads can be much larger than the self-weight of the facing. In extreme cases, these loads can result in panel-to-panel contact leading to concrete spalling at the front of the wall. Vertical loads in excess of panel self-weight have been ascribed to relative movement between the backfill soil and the panels that can develop panel-soil interface shear and downdrag loads at the connections between the panels and the steel-reinforcement elements. A two-dimensional finite-element model is developed to systematically investigate the influence of backfill soil, foundation soil, bearing pad stiffness, and panel-soil interaction on vertical loads in the panel facing. The results show that an appropriately selected number and type of compressible bearing pads can be effective in reducing vertical compression loads in these structures and at the same time ensure an acceptable vertical gap between concrete panels. The parametric analyses have been restricted to a single wall height (16.7 m) and embedment depth of 1.5 m, matching a well-documented field case. However, the observations reported in the paper are applicable to other similar structures. The general numerical approach can be used by engineers to optimize the design of the bearing pads for similar steel-reinforced soil wall structures using available commercial finite-element model packages together with simple constitutive models. (C) 2013 American Society of Civil Engineers.
dc.description139
dc.description9
dc.description1419
dc.description1432
dc.descriptionUniversitat Politecnica de Catalunya-BarcelonaTech (UPC)
dc.descriptionMinistry of Education and Innovation of Spain [BIA2010-20789-C04-01]
dc.descriptionMinistry of Education and Innovation of Spain [BIA2010-20789-C04-01]
dc.languageen
dc.publisherAsce-amer Soc Civil Engineers
dc.publisherReston
dc.publisherEUA
dc.relationJournal Of Geotechnical And Geoenvironmental Engineering
dc.relationJ. Geotech. Geoenviron. Eng.
dc.rightsfechado
dc.sourceWeb of Science
dc.subjectSoil retaining walls
dc.subjectSteel reinforcement
dc.subjectVertical loads
dc.subjectFacing panels
dc.subjectBearing pads
dc.subjectFinite-element modeling
dc.subjectPredicted Loads
dc.subjectCalibration
dc.subjectPerformance
dc.subjectJapan
dc.titleVertical-Facing Loads in Steel-Reinforced Soil Walls
dc.typeArtículos de revistas


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