Please use this identifier to cite or link to this item: http://repositorio.lnec.pt:8080/jspui/handle/123456789/1003813
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dc.contributor.authorCastiblanco, M.pt_BR
dc.contributor.authorMaia, R.pt_BR
dc.contributor.authorCouto, L. T.pt_BR
dc.contributor.authorCardoso, A. H.pt_BR
dc.date.accessioned2012-09-26T09:55:07Zpt_BR
dc.date.accessioned2014-10-10T16:15:34Zpt_BR
dc.date.accessioned2017-04-13T10:25:45Z-
dc.date.available2012-09-26T09:55:07Zpt_BR
dc.date.available2014-10-10T16:15:34Zpt_BR
dc.date.available2017-04-13T10:25:45Z-
dc.date.issued2012-09pt_BR
dc.identifier.urihttp://repositorio.lnec.pt:8080/jspui/handle/123456789/1003813-
dc.description.abstractThe main objective of this study is to evaluate and compare three available methods for the prediction of the local scour depth around complex bridge piers using new experimental data. The complex pier model used in the study was embedded in uniform diameter (0.86 mm) sand. A total of 9 tests were carried out in a 40 m long and 2 m wide rectangular sand-bed tilting flume. Tests lasted between 15 and 25 days, for a variety of pile cap positions relative to the initial bed under steady clear-water flow conditions. The comparison of predictions with measurements, including some selected from the literature, allows stating that the HEC-18, Auckland and Florida methods potentially lead to both overestimations and underestimations, depending on the relative position of the pile cap. It became obvious from the study that differences may be influenced by the test stop criterion adopted in the experiments.pt_BR
dc.language.isoengpt_BR
dc.rightsopenAccesspt_BR
dc.titleEvaluation of local scour depth around complex bridge pierspt_BR
dc.typeconferenceObjectpt_BR
dc.identifier.seminarioInternational Conference on Fluvial Hydraulics – River Flow 2012pt_BR
dc.identifier.localSan Josépt_BR
dc.description.sectorDHA/NREpt_BR
dc.description.year2012pt_BR
dc.description.data04 a 09 de setembro de 2012pt_BR
Appears in Collections:DHA/NRE - Comunicações a congressos e artigos de revista

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