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dc.contributor.authorZhao, HY
dc.contributor.authorJeng, D-S
dc.contributor.authorZhang, JS
dc.contributor.authorLiao, CC
dc.contributor.authorZhang, HJ
dc.contributor.authorZhu, JF
dc.date.accessioned2017-12-12T01:47:55Z
dc.date.available2017-12-12T01:47:55Z
dc.date.issued2017
dc.identifier.issn0013-7952
dc.identifier.doi10.1016/j.enggeo.2017.04.015
dc.identifier.urihttp://hdl.handle.net/10072/355526
dc.description.abstractIn this study, an integrated model is developed to investigate the potential risk for failure of caisson-type breakwaters caused by liquefaction in its loosely deposited sand foundations. In the present model, the Volume-Averaged Reynolds Averaged Navier-Stokes (VARANS) equations are used for solving flow inside and outside the porous media, while Biot's consolidation equation is used for linking the soil skeleton-pore fluids interactions. A new developed poro-elastoplastic model is implemented to reproduce the behavior of loose sand foundation under cyclic shearing. Verification of the present numerical framework includes (i) comparison with the laboratory experiments in terms of water surface levels around the structure, and the fluctuating component of the pore water pressure inside the rubble mound and seabed foundation; and (ii) comparison with the geotechnical centrifugal wave tests for the wave-induced residual component of pore water pressures in a porous seabed. Based on the present model, the hydrodynamic process and the associated dynamic foundation behavior involved in the interactions between the ocean waves, a composite breakwater and its loose sand foundations was performed and analyzed. Particular focus is put on the residual pore pressure development and the resulting liquefaction around the structure under combined actions of both wave and structure rocking motions. Based on the numerical examples presented, under combined actions of both wave and caisson motions, liquefaction starts on both edges of the breakwater and spreads sideways until reaching an equilibrium state where the maximum liquefaction depth can be observed. The liquefied zone around the breakwater is asymmetric in nature, and the maximum depth of soil liquefaction appears at the seaward side of the structure. Furthermore, the parametric study indicates that the maximum liquefaction depth around the composite breakwater increases with increasing wave steepness (H/L0) and relative water depth (d/L0) and decreasing soil permeability (ks).
dc.description.peerreviewedYes
dc.languageEnglish
dc.language.isoeng
dc.publisherElsevier
dc.relation.ispartofpagefrom121
dc.relation.ispartofpageto138
dc.relation.ispartofjournalEngineering Geology
dc.relation.ispartofvolume227
dc.subject.fieldofresearchMarine Geoscience
dc.subject.fieldofresearchCivil Engineering
dc.subject.fieldofresearchGeomatic Engineering
dc.subject.fieldofresearchOther Engineering
dc.subject.fieldofresearchcode040305
dc.subject.fieldofresearchcode0905
dc.subject.fieldofresearchcode0909
dc.subject.fieldofresearchcode0999
dc.titleNumerical study on loosely deposited foundation behavior around a composite breakwater subject to ocean wave impact
dc.typeJournal article
dc.type.descriptionC1 - Articles
dc.type.codeC - Journal Articles
gro.facultyGriffith Sciences, Griffith School of Engineering
gro.hasfulltextNo Full Text
gro.griffith.authorJeng, Dong-Sheng
gro.griffith.authorZhao, Hongyi


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