Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Burns, S. E.; Mayne, Paul W.

doi:10.3141/1675-03

Cited by 20 publications

(9 citation statements)

References 27 publications

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“…11. The shape of the pore pressure dissipation curve so obtained is typical for slightly overconsolidated clays, as observed in pile model tests by Steenfelt et al (1981) and in in situ piezocone tests (Burns and Mayne 1998, 1999, 2002. For comparison, Fig.…”

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confidence: 68%

Short- and long-term sharp cone tests in clay

Ladanyi¹,

Longtin²

2005

Can. Geotech. J.

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A recently developed in situ testing method, called the sharp cone test, which is in fact a continuous and automated version of the pressuremeter test, consists of pushing a low-angle truncated cone into a smaller diameter prebored or self-bored pilot hole. As the cone descends, it causes a continuous enlargement of the pilot hole, which, with proper instrumentation, can be translated into a relationship between radial pressure and radial (or shear) strain, similar to the expansion curve of a pressuremeter test. The present paper describes the use in the field of two new versions of this instrument: the first one with 2°taper, having on its lateral surface four total pressure transducers and a pore pressure transducer; and the second one with two successive taper angles of 1°and 2°, having five total pressure transducers installed at various distances from the tip. The latter probe was found to be capable of continuously furnishing five points on a pressure-expansion curve, which can be translated into a stress-strain relationship by using conventional pressuremeter data-processing procedures. The first probe, in turn, was used for simultaneously observing the decrease with time of both total lateral pressure and pore pressure during strain-holding periods of the test. In 2002, the two newly designed instruments were tested in a thick layer of saturated clay at a site near Montréal. A comparison of the results with those obtained at the same site by some other types of tests is very encouraging.Résumé : Une nouvelle méthode pour la mesure in situ des propriétés mécaniques des sols, appelée « Essai au cône effilé », consiste à pousser dans un trou pilote de plus faible diamètre, pré-foré ou auto-foré, une sonde cylindrique, légèrement effilée. En descendant, cette sonde élargit le trou d'une façon continue, ce qui, avec une instrumentation appropriée installée à sa surface latérale, peut se traduire en une relation entre la pression et la déformation radiale, tel que dans un essai pressiométrique. Dans cet article on présente l'utilisation de deux nouvelles versions de cette sonde: La première avec l'angle d'effilement de 2°, munie de quatre capteurs de pression latérale totale et d'un capteur de pression interstitielle, et la seconde, avec deux angle d'effilement successifs de 1°et 2°, munie de cinq capteurs de pression latérale totale. Cette deuxième sonde s'est avérée capable de fournir, d'une façon continue et en toute profondeur, cinq points d'une courbe quasi-pressiométrique, d'où un nombre illimité des courbes contraintes-déformations peut être déduit. La deuxième sonde, a pour sa part, servi à observer la chute des pressions totales et interstitielles lors des périodes d'arrêt de la sonde. Tous ces essais ont été effectués en 2002 sur un site près de Montréal, contenant une couche épaisse d'argile saturée. La comparaison de ces résultats avec ceux de quelques autres types d'essais, s'est avérée très encourageante.Mots clés : essais in situ, argile, cône effilé, pressiomètre, à court terme, à long terme.

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confidence: 68%

Short- and long-term sharp cone tests in clay

Ladanyi¹,

Longtin²

2005

Can. Geotech. J.

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“…Hydraulic conductivity is an important engineering parameter which is used in the design and analysis of geotechnical tasks such as earth dams, dewatering tasks, slope stability analyses [1]. Hydraulic conductivity may be commonly determined using either laboratory or in situ tests.…”

Section: Introductionmentioning

confidence: 99%

“…However, the applicability of "on-the-fly" techniques is somewhat limited to normally consolidated (NC) soils. This may be partly due to the fact that measured excess pore pressure in overconsolidated (OC) soils shows low (but positive) or negative pore pressure depending on the overconsolidation ratio (OCR) [1,11,12]. Therefore, applying the method developed for NC soils, may lead to incorrect results.…”

Section: Introductionmentioning

confidence: 99%

Estimating Hydraulic Conductivity of Overconsolidated Soils Based on Piezocone Penetration Test (PCPT)

Bekele

Song

Jin³

et al. 2021

Infrastructures

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Overconsolidated (OC) soils may develop a low or negative pore pressure during PCPT. Thus, it is challenging to develop an “on-the-fly” estimation of hydraulic conductivity from PCPT results. This study presents a method to estimate the hydraulic conductivity of OC soils from PCPT results based on a previously developed method for normally consolidated (NC) soils. To apply the existing method, PCPT pore pressure in OC soils is adjusted by using a correction factor. An equation for the correction factor is derived based on the concepts of critical state soil mechanics, cavity expansion, and consolidation theories. Then, it was reformulated so that traditional cone indices could be used as input parameters. It is shown that the correction factor is mainly influenced by the cone tip resistance, pore pressure, and the rigidity index. The comparison of predicted, which is based on corrected pore pressure and measured hydraulic conductivity showed a good match for four well documented data sets. With the findings of the study, it is expected that an “on-the-fly” estimation of hydraulic conductivity of overconsolidated soils is possible.

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“…Liu et al [21] studied the performance of the open pile penetrating into the silty layer based on the indoor model test, and they obtained the accumulation law of the excess pore water pressure in the soil. 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.…”

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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Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers

Cited by 20 publications

References 27 publications

Short- and long-term sharp cone tests in clay

Short- and long-term sharp cone tests in clay

Estimating Hydraulic Conductivity of Overconsolidated Soils Based on Piezocone Penetration Test (PCPT)

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

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