Liquefaction-Induced Pile Downdrag from Full-Scale Testing

Rollins, Kyle M.; Lusvardi, Cameron

doi:10.1007/978-981-16-1468-2_4

Cited by 3 publications

(3 citation statements)

References 11 publications

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“…Through blast-induced liquefaction tests performed on driven piles, Rollins and Strand (2006) recommended that the negative skin friction in the fully reconsolidated layer be taken as approximately 50% of the mobilized positive skin friction before liquefaction. Other blast-induced liquefaction studies conducted on auger-cast piles (Rollins and Hollenbaugh 2015;Nicks 2017) and micro piles (Rollins et al 2019;Lusvardi 2020) observed similar results. While these recommendations are consistent, there have been cases within these studies (Rollins and Strand 2007;Strand 2008;Rollins and Hollenbaugh 2015;Elvis 2018) where the developed negative skin friction in the reconsolidated layer was greater than 50% of the positive skin friction before liquefaction.…”

Section: Introductionsupporting

confidence: 55%

Centrifuge Model Tests of Liquefaction-Induced Downdrag on Piles in Uniform Liquefiable Deposits

Sinha

Ziotopoulou

Kutter

2022

J. Geotech. Geoenviron. Eng.

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Earthquake-induced soil liquefaction can cause settlement around piles, which can translate to negative skin friction and the development of drag load and settlement of the piles. A series of centrifuge model tests were performed to assess liquefaction-induced downdrag and understand the interplay and effects of (1) pile embedment and pile-head load, (2) excess pore pressure generation and dissipation, and (3) reconsolidation and ground settlement on pile response during and postshaking. The model included a layered soil profile (clay, liquefiable sand, and dense sand) with two 635-mm-diameter instrumented piles. One pile was placed with its tip at the bottom of the liquefiable deposit; the other pile was embedded five diameters into the dense sand layer. The model was shaken with multiple earthquake motions with their peak horizontal accelerations ranging from 0.025 to 0.4 g. For each shaking event, the drag load on the piles first decreased during shaking and then increased during reconsolidation, exceeding its preshaking value. With multiple shaking events, the net drag load on the piles increased. The maximum observed drag load was found equal to the drained interface shear strength calculated from the interface friction angle of δ ¼ 30°and a lateral stress coefficient of K ¼ 1. Larger drag loads and smaller settlements were observed for the pile embedded deep in the dense sand layer. Most of the pile settlements occurred during shaking; postshaking pile settlement was less than 2% of the pile's diameter. The mechanisms behind the development of liquefaction-induced drag load on piles and settlements are described. Select ramifications concerning the design of piles in liquefiable soils are also described.

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Section: Introductionsupporting

confidence: 55%

Centrifuge Model Tests of Liquefaction-Induced Downdrag on Piles in Uniform Liquefiable Deposits

Sinha

Ziotopoulou

Kutter

2022

J. Geotech. Geoenviron. Eng.

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“…In consequence, in free field conditions, the efficacy of drains in terms of settlement reduction is limited, as drains only make Δu dissipation prevailing on generation without preventing the soil to strain. In the presence of buildings, instead, drains are also efficient in the reduction in settlements, since, avoiding soil fluidification, they prevent building sinking [10,19,20], provided that they are sufficiently distributed below the whole structure print [12]. Figure 13 reports the spectral ratio SR of accs 4 and 7, obtained by dividing their FAS by that of acc1.…”

Section: Effect Of Vertical Drains On Pore Pressure Accumulation and ...mentioning

confidence: 99%

“…(v) In consequence, in free field conditions, the efficacy of drains in terms of settlement reduction is limited. In the presence of buildings, instead, drains are also efficient in the reduction in settlements, since, avoiding soil fluidification, they prevent building sinking [10,19,20], provided that they are sufficiently distributed below the whole structure print [12]. An effect to be considered in this case is the increase in transverse acceleration and deformation demands on the foundation and superstructure.…”

Section: Closing Remarksmentioning

confidence: 99%

Centrifuge Modelling of Vertical and Horizontal Drains to Mitigate Earthquake-Induced Liquefaction

Giretti

Fioravante

2023

Geosciences

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This paper reports the results of dynamic centrifuge tests carried out on sandy models alternatively equipped with vertical or horizontal drains. The main aim of the experimentation was to investigate the use of horizontal drains to mitigate the liquefaction susceptibility of sandy deposits and to validate their applicability as a remediation technique applicable in urban and industrial areas to protect existing buildings from liquefaction. The assessment and validation were carried out by comparing the seismic behavior of models treated with horizontal drains with that of the untreated model and models equipped with vertical drains.

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Soil Arching Mechanisms Resulting from Excess Pore Pressure Dissipation Following Blast-Induced Liquefaction

Orozco-Herrera,

Turkel,

Arboleda-Monsalve

et al. 2024

J. Geotech. Geoenviron. Eng.

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Liquefaction-Induced Pile Downdrag from Full-Scale Testing

Cited by 3 publications

References 11 publications

Centrifuge Model Tests of Liquefaction-Induced Downdrag on Piles in Uniform Liquefiable Deposits

Centrifuge Model Tests of Liquefaction-Induced Downdrag on Piles in Uniform Liquefiable Deposits

Centrifuge Modelling of Vertical and Horizontal Drains to Mitigate Earthquake-Induced Liquefaction

Soil Arching Mechanisms Resulting from Excess Pore Pressure Dissipation Following Blast-Induced Liquefaction

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