Ground Response during Pile Driving

Hwang, Juen-Haur; Liang, N.; Chen, Cheng Hsing

doi:10.1061/(asce)1090-0241(2001)127:11(939)

Cited by 92 publications

(43 citation statements)

References 4 publications

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“…Roy et al (1981) suggested that an influencing zone of pore pressure generation could be as far as r = 3d. This investigation shows that pore pressures were not zero even at a distance of 5d, so a large range of 15d (Hwang et al 2001;Ni et al 2017b) seems to be a more reasonable estimation. The maximum pore pressures were obtained at piezometer P3, as it was placed at a greater depth and a shorter distance.…”

Section: R a F Tmentioning

confidence: 74%

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Laboratory investigation of pore pressure dissipation in clay around permeable piles

Mangalathu

Mei

et al. 2018

Can. Geotech. J.

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Excess pore-water pressures induced by pile driving could have a detrimental effect on a project, especially on the construction sequence and ground settlement. Measures that can effectively accelerate dissipation of pore pressures are therefore valuable. One way to reduce the pore pressure is the use of permeable piles. This paper presents a series of model-scale laboratory tests conducted on piles with drainage holes around the pile circumference. It is found that permeable piles could accelerate soil consolidation significantly, and the beneficial effects are more apparent for group pile tests. An approximate influencing zone of permeable piles was derived in this study based on the experimental observations.

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Section: R a F Tmentioning

confidence: 74%

“…At the pile tip of 11.7d, a permeable pile can help to accelerate pore pressure dissipation at a distance of at least 5d. This is of particular importance since pore pressure decreases with distance exponentially (a logarithmic function of distance), although it could influence a range within 15d (Hwang et al 2001;Ni et al 2017b).…”

Section: R a F Tmentioning

confidence: 99%

Laboratory investigation of pore pressure dissipation in clay around permeable piles

Mangalathu

Mei

et al. 2018

Can. Geotech. J.

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“…The development law for excess pore water pressure is consistent with the research results of Tang et al [11], Zhu [20], and Dash et al [21] on excess pore water pressure in the soil around piles. Hwang et al [22] believed that no matter it is a silt layer (6 m) or a clay layer (9 m), the pore water pressure at the same horizontal depth during the jacking process changes almost simultaneously. However, the excess pore water pressure immediately before the pile-soil interface began to dissipate earlier than in previous works.…”

Section: Distribution Of Pore Water Pressurementioning

confidence: 99%

A Model Test for the Influence of Lateral Pressure on Vertical Bearing Characteristics in Pile Jacking Process Based on Optical Sensors

Wang

Liu

Sang

et al. 2020

Sensors

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Photoelectric integrated testing technology was used to study precast piles during pile jacking at the pile–soil interface considering the influence of the earth and pore water pressures on its vertical bearing performance. The low temperature sensitive fiber Bragg grating (FBG) strain sensors and miniature silicon piezoresistive sensors were implanted in the model pile to test the changes of earth pressure, pore water pressure and pile axial force of the jacked pile at the pile–soil interface, and the influence of lateral pressure on pile axial force was studied. The test results showed that the nylon rod is feasible as a model pile. The FBG strain sensor had a stable performance and monitored changes in the axial force of the model pile in real time. The miniature earth and pore water pressure sensors were small enough to avoid size effects and accurately measured changes in the earth and pore water pressures during the pile jacking process. During pile jacking, the lateral earth pressure increased gradually in depth, and the lateral earth pressure at the same depth tended to decrease at greater depths. Lateral pressures caused the axial force of the pile to increases by a factor of 1–2, where the maximum was 2.7. Therefore, the influence of the lateral pressure must be considered when studying the residual pile stress.

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“…Here, ground vibrations from the motion of the landslide itself could have caused cyclic shearing and contraction of the alluvial sediments, leading to increases in sediment pore-water pressure. Whereas earthquakes are a common cause of cyclic shearing, liquefaction has also been documented as a result of other weaker modes of vibration, including seismic exploration (Hryciw et al, 1990), blasting (Charlie et al, 1992;Ashford et al, 2006), train traffic (Pando et al, 2001), pile driving (Hwang et al, 2001), and even ocean waves (Dalrymple, 1979).…”

Section: Liquefaction From Cyclic Shearingmentioning

confidence: 99%

Role of autochthonous versus detrital micrite in depositional geometries of Middle Triassic carbonate platform systems

Guido

Mastandrea

Stefani

et al. 2016

Geological Society of America Bulletin

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Middle Triassic platforms (Formazione di Contrin, Upper Anisian) in the Italian Dolomites, southern Alps, record large changes in carbonate production and depositional geometry. The changes include variation in the abundance of detrital micrite, i.e., allochthonous calcareous mud, relative to the autochthonous micrite, which formed in situ and was syndepositionally lithified. Carbonate factory dynamics controlled the geometry of the clinostratified slope units and were probably associated with changes in oxygenation. Early Anisian low-relief platforms were followed by late Anisian, high-relief buildups, associated with basinal dysoxic-anoxic environments. The geometric evolution of the platform slopes records a progressive increase in the dip angle of clinostratifications, matched by a deepening evolution of the basinal environments. At the same time, the slope sediments record a gradual change from loose detrital micrite, characterizing the lower portion, to autochthonous micrite, dominating the upper part and recording massive syndepositional lithification. The development of the autochthonous micrite was associated with the preservation of significant amounts of organic matter. This sharp increase in automicrite formation was probably induced by a rapid change from oxic to suboxic conditions in the carbonate slope and margin environments, while anoxic conditions developed in the adjacent organic-rich basin (Moena Formation). The low oxygen level promoted the preservation of organic matter and the activity of sulfate-reducing bacteria, which in turn induced in situ deposition of autochthonous micrite through biomediated processes. This pervasive early cementation and lithification induced the development of steep platform slopes. The conceptual model distilled from this Middle Triassic case can support the interpretation of analogous buildups where the skeletal framework is subordinate to the micrite component

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Ground Response during Pile Driving

Cited by 92 publications

References 4 publications

Laboratory investigation of pore pressure dissipation in clay around permeable piles

Laboratory investigation of pore pressure dissipation in clay around permeable piles

A Model Test for the Influence of Lateral Pressure on Vertical Bearing Characteristics in Pile Jacking Process Based on Optical Sensors

Role of autochthonous versus detrital micrite in depositional geometries of Middle Triassic carbonate platform systems

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