Performance of Bridges in Liquefied Deposits during the 2010–2011 Christchurch, New Zealand, Earthquakes

Cubrinovski, Misko; Haskell, J.J.M.; Winkley, A.; Robinson, Kelly; Wotherspoon, Liam

doi:10.1061/(asce)cf.1943-5509.0000402

Cited by 28 publications

(6 citation statements)

References 6 publications

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“…The bridge site is in a wetland area (Figure 9a), where the thickness of recently deposited soils is ∼40 m. Approximately 4 m-high embankments of uncontrolled fill material were constructed at both approaches. At the east abutment/approach, except for the variable top soil of sandy silt, fill, and lenses of peat up to 2.0 m depth, the soil profile consists of uniform fine and medium sands, which are relatively loose in the top 5-6 m, and then medium-dense at greater depths down to at least 25 m depth (Cubrinovski et al 2014). Preliminary analyses based on SPT and CPT procedures indicate that the top 8 m of the deposit below the water table liquefied in the Christchurch earthquake with some partial liquefaction and limited shear strains developing at larger depths.…”

Section: South Brighton Bridgementioning

confidence: 99%

“…These piles are only 6 m long, and they effectively floated in the liquefied soils, moving together with the surrounding foundation soils. The lateral displacements of the south underpass relative to the abutment were about 20 cm at its edges and 50–60 cm in its central part (Cubrinovski et al 2014). By superimposing these displacements, one can infer lateral displacements of the foundations soils surrounding the abutment piles of 40 cm to 80 cm, which are substantially less than the 1 m displacement of the riverbanks in the free field.…”

Section: Liquefaction-induced Damage To Bridges: Case Studiesmentioning

confidence: 99%

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Spreading-Induced Damage to Short-Span Bridges in Christchurch, New Zealand

et al. 2014

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This paper discusses the performance of road bridges during the 2010–2011 Canterbury earthquakes and focuses on the response of bridges in liquefying soils undergoing lateral spreading. A characteristic spreading-induced mechanism for short-span bridges with rigid superstructures is presented and explored using four well-documented case studies. A series of pseudo-static analyses are then used to investigate the observed response of the bridges and their pile foundations in particular. Deformations and damage to the piles are evaluated and correlated with the spreading displacements, and key factors controlling the pile response and the development of the spreading-induced damage mechanism are identified.

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Section: South Brighton Bridgementioning

confidence: 99%

Section: Liquefaction-induced Damage To Bridges: Case Studiesmentioning

confidence: 99%

Spreading-Induced Damage to Short-Span Bridges in Christchurch, New Zealand

et al. 2014

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“…The wealth of geospatial data acquired prior to and throughout the CES allowed for high-precision measurements of topographic changes due to specific earthquakes to be determined throughout the region, with a particularly high density of geospatial data available for Christchurch. Information on the relationships between liquefaction-associated phenomena, land damage, and damage to the engineered environment is available from peer-reviewed academic literature [14,15,34,[97][98][99][100][101][102], Geotechnical Extreme Events Reconnaissance (GEER) reports [96,103,104], and other consultancy reports [105][106][107].…”

Section: Seismologic Characteristicsmentioning

confidence: 99%

Effects of Earthquakes on Flood Hazards: A Case Study From Christchurch, New Zealand

Quigley

Duffy

2020

Geosciences

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Earthquakes can influence flood hazards by altering the flux, volumes, and distributions of surface and/or subsurface waters and causing physical changes to natural and engineered environments (e.g., elevation, topographic relief, permeability) that affect surface and subsurface hydrologic regimes. This paper analyzes how earthquakes increased flood hazards in Christchurch, New Zealand, using empirical observations and seismological data. Between 4 September 2010 and 4 December 2017, this region hosted one moment magnitude (Mw) 7.1 earthquake, 3 earthquakes with Mw ≥ 6, and 31 earthquakes with local magnitude (ML) ≥ 5. Flooding related to liquefaction-induced groundwater pore-water fluid pressure perturbations and groundwater expulsion occurred in at least six earthquakes. Flooding related to shaking-induced ground deformations (e.g., subsidence) occurred in at least four earthquakes. Flooding related to tectonic deformations of the land surface (fault surface rupture and/or folding) occurred in at least two earthquakes. At least eight earthquakes caused damage to surface (e.g., buildings, bridges, roads) and subsurface (e.g., pipelines) infrastructure in areas of liquefaction and/or flooding. Severe liquefaction and associated groundwater-expulsion flooding in vulnerable sediments occurred at peak ground accelerations as low as 0.15 to 0.18 g (proportion of gravity). Expected return times of liquefaction-induced flooding in vulnerable sediments were estimated to be 100 to 500 years using the Christchurch seismic hazard curve, which is consistent with emerging evidence from paleo-liquefaction studies. Liquefaction-induced subsidence of 100 to 250 mm was estimated for 100-year peak ground acceleration return periods in parts of Christchurch.

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“…The existing geometry case displays the same rotational trend, but the magnitude of the rotation is much less. This type of rotational foundation response is important, as it places large bending demands on the upper portions of the shafts, which can lead to the damage of the sort noted by Cubrinovski et al [24] and potentially result in the failure of the piles or shafts supporting the abutment. Figs.…”

Section: Assessment Of Model Response For Mataquito Sitementioning

confidence: 99%