Seismic earth pressures on retaining structures in cohesionless soils
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Seismic earth pressures on retaining structures in cohesionless soils
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Seismic earth pressures on retaining structures in cohesionless soils



[Image: 29715998312685232167.jpg]
  • Author(s): Mikola, Roozbeh Geraili; Sitar, Nicholas
  • Published By: University of California
  • Published Year: 2013
  • Size: 4,2 MB
  • Quality: Unspecified
  • Abstract: Observations of the performance of basement walls and retaining structures in recent
    earthquakes show that failures of basement or deep excavation walls in earthquakes are rare even
    if the structures were not designed for the actual intensity of the earthquake loading. Failures of
    retaining structures are most commonly confined to waterfront structures retaining saturated
    backfill with liquefaction being the critical factor in the failures. Failures of other types of
    retaining structures are relatively rare and usually involve a more complex set of conditions, such
    as sloping ground either above or below the retaining structure, or both. While some failures
    have been observed, there is no evidence of a systemic problem with traditional static retaining
    wall design even under quite severe loading conditions. No significant damage or failures of
    retaining structures occurred in the recent earthquakes such as Wenchuan earthquake in China
    (2008) and, or the large subduction zone earthquakes in Chile (2010) and Japan (2011).
    Therefore, this experimental and analytical study was undertaken to develop a better
    understanding of the distribution and magnitude of seismic earth pressures on cantilever
    retaining structures.
    The experimental component of the study consists of two sets of dynamic centrifuge
    model experiments. In the first experiment two model structures representing basement type
    setting were used, while in the second test a U-shaped channel with cantilever sides and a simple
    cantilever wall were studied. All of these structures were chosen to be representative of typical
    designs. Dry medium-dense sand with relative density on the order of from 75% to 80% was
    used as backfill. Results obtained from the centrifuge experiments were subsequently used to
    develop and calibrate a two-dimensional, nonlinear, finite difference model built on the FLAC
    platform.

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