Shaft Capacity of Open-Ended Piles in Clay

Doherty, Paul; Gavin, Kenneth

doi:10.1061/(asce)gt.1943-5606.0000528

Cited by 65 publications

(25 citation statements)

References 20 publications

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“…A number of investigations have been carried out on relevant double-wall pipe pile installation through experimental and analytical work, mostly focusing on soil plugging and corresponding influence on end bearing and frictional resistances, radial stress and generation of excess pore pressure (Paikowsky et al 1989;Paikowsky and Whitman 1990;Paik and Lee 1993;Choi andO'Neil 1997, Lehane andGavin 2001;Lehane 2003, Randolph 2003;Igoe et al 2010Igoe et al , 2011Iskander 2010Iskander , 2011Doherty and Gavin 2011). Soil plugging was expressed by plug length ratio (PLR) and incremental filling ratio (IFR) defined respectively according to…”

Section: Previous Workmentioning

confidence: 99%

“…By definition, IFR is a first derivative of PLR, meaning that IFR is a slope of the L vs dt curve. Most of the investigations are limited to pile installation in sand except Paikowsky et al (1989) and Doherty and Gavin (2011). This historic lack of research examining the effects of plugging on the resistance of piles in clay is largely due to as, for general applications, piles are based in sand (contribution of end bearing in clay is a much smaller portion of the total capacity).…”

Section: Previous Workmentioning

confidence: 99%

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Numerical simulation of plug formation during casing installation of cast-in-place concrete pipe (PCC) piles

Zhou

Liu

Hossain³

et al. 2016

Can. Geotech. J.

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There is a historic lack of research examining inner soil plugging and outer lateral soil deformation during installation of pipe piles in clay. Furthermore, the influence of the pile tip geometry on soil deformation has not been investigated. Cast-in-place concrete pipe (PCC) piles are a recent generation of pipe piles for soft ground improvement applications, and are cast in place using an innovative double-walled steel casing with a tapered tip. This paper investigates the effect of tip geometry on soil flow mechanisms inside and outside the PCC pile casing during installation in clay. Large-deformation finite element (LDFE) analysis was conducted simulating the continuous penetration process of the casing installation. The LDFE results were validated against (i) field monitoring data in terms of soil lateral displacement and heave outside the casing and (ii) centrifuge test data in terms of penetration resistance, with excellent agreement obtained. An extensive parametric study was then performed encompassing a practical range of parameters. The geometry of the casing tip was shown to have significant influence on the soil movements inside and outside the casing, but minimal effect on the casing penetration resistance. The optimal tapered tip with a tip angle of 45° and minimal extended tip length beneath the tip angle allowed more soil to be pushed inside the casing and less lateral displacement outside the casing, which dictates the amount of concrete required to fill the cavity inside the pile and the pile construction sequence, respectively. Design expressions are proposed for estimating soil movements inside and outside the casing with optimal tip geometry being installed.

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Section: Previous Workmentioning

confidence: 99%

Section: Previous Workmentioning

confidence: 99%

Numerical simulation of plug formation during casing installation of cast-in-place concrete pipe (PCC) piles

Zhou

Liu

Hossain³

et al. 2016

Can. Geotech. J.

View full text Add to dashboard Cite

show abstract

“…Burns et al [22] obtained the variation law of pore water pressure in the permeation process by penetration of jacked piles into fine sand soil, silt soil, and soft soil, and carried out function fitting in combination with the theory of circular hole expansion. Doherty et al [23], based on the field test, discussed the pore water pressure in the process of pile jacking, and it was found that the end condition has a certain influence on the pore water pressure. Kou et al [24] studied the law of dissipation of pore water pressure when the jacked pile penetrates into silt-deposited soil based on a field test.…”

Section: Introductionmentioning

confidence: 99%

Field Test of Excess Pore Water Pressure at Pile–Soil Interface Caused by PHC Pipe Pile Penetration Based on Silicon Piezoresistive Sensor

Wang

Liu

Zhang

et al. 2020

Sensors

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Prestressed high-strength concrete (PHC) pipe pile with the static press-in method has been widely used in recent years. The generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking have an important influence on the pile’s mechanical characteristics and bearing capacity. In addition, this can cause uncontrolled concrete damage. Monitoring the change in excess pore water pressure at the pile–soil interface during pile jacking is a plan that many researchers hope to implement. In this paper, field tests of two full-footjacked piles were carried out in a viscous soil foundation, the laws of generation and dissipation of excess pore water pressure at the pile–soil interface during pile jacking were monitored in real time, and the laws of variation in excess pore water pressure at the pile–soil interface with the burial depth and time were analyzed. As can be seen from the test results, the excess pore water pressure at the pile–soil interface increased to the peak and then began to decline, but the excess pore water pressure after the decline was still relatively large. Test pile S1 decreased from 201.4 to 86.3 kPa, while test pile S2 decreased from 374.1 to 114.3 kPa after pile jacking. The excess pore water pressure at the pile–soil interface rose first at the initial stage of consolidation and dissipated only after the hydraulic gradient between the pile–soil interface and the soil surrounding the pile disappeared. The dissipation degree of excess pore water pressure reached about 75–85%. The excess pore water pressure at the pile–soil interface increased with the increase in buried depth and finally tended to stabilize.

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“…Numerous studies have been implemented to deliver a better understanding of the behaviour of driven piles in clay (Seed and Reese 1955;Peck 1958;Randolph et al 1979;Blanchet et al 1980;Morrison 1984;Jardine 1985;Azzouz and Lutz 1986;Chin 1986;Coop 1987;Bond 1989;Poulos 1989;Lehane 1992;Miller 1994;Chow 1997;McCabe 2002;Doherty 2010;Karlsrud 2012;Chen et al 2014;Karlsrud et al 2014;Haque et al 2017). Factors that have an impact on driven pile behaviour were identified.…”

Section: R a F T Introduction Backgroundmentioning

confidence: 99%

Characterization of model uncertainty in predicting axial resistance of piles driven into clay

Tang

Phoon

2019

Can. Geotech. J.

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This paper summarizes 239 static load tests to evaluate the performance of four static design methods for axial resistance of driven piles in clay. The methods are ISO 19901-4:2016, SHANSEP, ICP-05, and NGI-05. The database is categorized into four groups depending on the load type (compression or uplift) and pile tip condition (open or closed end). The model uncertainty in resistance prediction is quantified as a ratio between measured and calculated resistance, which is called a model factor. The measured resistance is interpreted as a load producing a settlement level of 10% pile diameter. Database studies show that the four methods present a similar accuracy, where the mean and coefficient of variation (COV) of the model factor are around 1 and 0.3, respectively. The COV values are smaller than those for driven piles in sand available in literature. The model statistics determined from the database are applicable to a simplified or full probabilistic form of reliability-based design (RBD) of driven piles in clay. As an illustration, the resistance factors in load and resistance factor design (LRFD, a simplified form of RBD) are calibrated by Monte Carlo simulations.

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Shaft Capacity of Open-Ended Piles in Clay

Cited by 65 publications

References 20 publications

Numerical simulation of plug formation during casing installation of cast-in-place concrete pipe (PCC) piles

Numerical simulation of plug formation during casing installation of cast-in-place concrete pipe (PCC) piles

Field Test of Excess Pore Water Pressure at Pile–Soil Interface Caused by PHC Pipe Pile Penetration Based on Silicon Piezoresistive Sensor

Characterization of model uncertainty in predicting axial resistance of piles driven into clay

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