Resistance Factors for Use in Load and Resistance Factor Design of Driven Pipe Piles in Sands

Foye, K. C.; Abou-Jaoude, Grace; Prezzi, Mônica; Salgado, Rodrigo

doi:10.1061/(asce)1090-0241(2009)135:1(1)

Cited by 51 publications

(17 citation statements)

References 23 publications

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“…The cone penetration test (CPT) has become a key tool in site characterisation, partly owing to its simplicity, and partly as a result of the development of cone resistance-based correlations for shallow foundation design (Schmertmann, 1970;Mayne & Poulos, 1999;Lee & Salgado, 2002;Lee et al, 2005;Foye et al, 2006;Lee et al, 2008;O'Loughlin & Lehane, 2010), pile design (Lee & Salgado, 1999;Lee et al, 2003;Jardine et al, 2005;Kolk et al, 2005;Xu et al, 2008;Foye et al, 2009;Seo et al, 2009;Niazi & Mayne, 2013) and liquefaction resistance estimation (Seed & De Alba, 1986;Stark & Olson, 1995;Salgado et al, 1997a;Robertson & Wride, 1998;Carraro et al, 2003;Idriss & Boulanger, 2006). The apparent simplicity of the CPT, however, hides considerably complex mechanics (Salgado, 2013).…”

Section: Introductionmentioning

confidence: 99%

Experimental study of cone penetration in silica sand using digital image correlation

Arshad¹,

Tehrani²,

Prezzi³

et al. 2014

Géotechnique

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109

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The problem of cone penetration, particularly deep penetration, remains one of the most challenging in geotechnical engineering. It involves large displacements, rotations and deformation of soil elements in the path of the cone as well as complex response of the soil, including crushing and the development of large mean stresses, to the displacements imposed by the penetration process. As a result, rigorous theoretical solutions are not available for this problem, and experimental simulations of penetration provide insights that would not otherwise be available. This paper presents the results of a series of cone penetration tests performed in a half-circular chamber in sand samples prepared with three silica sands with different crushability. Cone resistance was measured, and digital images of the cone penetrating into the sand samples were acquired simultaneously during the entire penetration process. The digital image correlation (DIC) technique was then used to process these images to obtain the soil displacement field resulting from cone penetration. The results of DIC analyses and measured cone resistance suggest that the soil displacement around an advancing cone depends on the density and crushability of the sand, as well as the depth of penetration. Tests on silica sands with different degrees of crushability show that, for shallow penetration, the displacement vectors near the cone tip are essentially vertical for crushable sand, transitioning to subvertical for less crushable sands. However, for deep penetration, the displacement vectors near the cone tip are mostly vertical below the cone tip. Crushing was observed immediately below and around the cone tip for all sands tested. After passage of the cone, the crushed particles form a thin, crushed particle band of thickness equal to about 2 . 5D 50 along the shaft, with a smaller percentage of crushed particles observed within an outer band with thickness equal to 4D 50 .

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Section: Introductionmentioning

confidence: 99%

Experimental study of cone penetration in silica sand using digital image correlation

Arshad¹,

Tehrani²,

Prezzi³

et al. 2014

Géotechnique

Self Cite

109

View full text Add to dashboard Cite

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“…Gavin and Lehane (2003) and Foye et al (2009) Figure 8 shows that  values mobilised by these piles depended on the mode of installation, with jacked piles developing much higher  av values. In contrast to the findings of Karlsrud and Haugen (1981), the degree of plugging experienced (quantified through PLR) strongly influenced the mobilised shaft resistance, with  increasing linearly as PLR reduced.…”

Section: Eqn 14mentioning

confidence: 96%

The Shaft Capacity of Displacement Piles in Clay: A State of the Art Review

Doherty

Gavin

2011

Geotech Geol Eng

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The rapid expansion of the offshore wind sector, coupled with increasing demand for high rise structures, has placed renewed demand on the driven piling market.In light of this industry growth, this paper reviews the evolution of design approaches for calculating the shaft capacity of displacement piles installed in cohesive soils. The transition from traditional total stress design towards effective stress methods is described. Complex stress-strain changes occur during pile installation, equalisation and load testing and as a consequence, the selection of parameters for use in conventional earth-pressure type effective stress approaches is not straight-forward. These problems have led to the development of empirical correlations between shaft resistance and in-situ tests, such as the cone penetration tests. However, many of these approaches are limited because they were developed for specific geological conditions. Significant insight into pile behaviour has been obtained from recent model pile tests, which included reliable measurements of radial effective stresses. These tests have allowed factors such as friction fatigue and interface friction to be included explicitly in design methods.Whilst analytical methods have been developed to investigate pile response, these techniques cannot yet fully describe the complete stress-strain history experienced by driven piles. The use of analytical methods in examining features of pile behaviour, such as the development of pore pressure during installation and the effects of pile end geometry on pile capacity, is discussed.2

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“…The total shaft capacity measured in the static load tests was distributed along the pile shaft by first calculating the limit unit shaft resistance values using the method by Foye et al (2006) for displacement piles (Chapter 3) based on the sand relative density and the effective confining stress. Then, the computed limit unit shaft resistance distribution was scaled so that the corresponding shaft capacity matched the one observed in the pile load tests.…”

Section: Model Pile Load Testsmentioning

confidence: 99%

Assessment of Axially-Loaded Pile Dynmaic Design Methods and Review of INDOT Axially-Loaded Design Procedure

Loukidis¹,

Salgado²,

Abou-Jaoude³

2008

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IntroductionThe main goal of the present study is to make a comprehensive assessment of the existing methods for the dynamic analysis of pile driving, identify the shortcomings and propose improvements. A review of existing shaft and base soil reaction models used in dynamic pile analyses is done to evaluate their effectiveness and identify points that require improvement. Subsequently, we develop improved shaft and base reaction models for use in 1-D dynamic pile analysis. The proposed models are validated using experimental data recorded during driving of field piles and model piles. The procedures currently used by INDOT for the design of axially loaded piles are also examined. For this purpose, interviews were conducted with INDOT engineers and private geotechnical consultants involved in INDOT projects. FindingsThe interviews with INDOT engineers and consultants focused on the methods and procedures presently followed in deep foundation design projects. The methods and the computer software used by private consultants involved in INDOT projects for the design of axially loaded piles are consistent with those used by INDOT's geotechnical engineers. These methods and software follow FHWA guidelines and are in accordance with the standard practice in the U.S. Pile design is mostly based on Standard Penetration test (SPT) data and undrained shear strength measured in unconfined compression tests. Cone penetration tests are rarely performed, although both INDOT and private soil exploration companies have the necessary equipment. Pile drivability calculations and back-calculation of the pile capacity from dynamic test data are done using software that employs Smith-type soil reaction models. Pile driving monitoring and restrike tests are usually performed only in projects whose cost exceeds a certain limit. Static load tests are reserved mostly for research projects.The methods for estimating the unit shaft and base resistances currently used by geotechnical engineers (INDOT or private consultants) have been developed over twenty years ago and have a large empirical content. There has been significant progress regarding methods for the calculation of unit base and shaft resistances. Numerous improved methods that are grounded on the physics and mechanics governing the development of pile resistance have been developed by combining experimental data with analysis. In the case of clayey soils, the differences between the state-of-the-practice methods and the updated methods are not large. In contrast, the formulation of the new methods for piles in sands has important fundamental differences with respect to traditional methods. The new methods for the base resistance in sands use as input either the relative density or the cone resistance directly. The recently developed methods recognize the fact that the limit base resistance is almost equal to the cone penetration resistance and that the ultimate unit base resistance in sands is smaller than the limit unit base resistance. Notably, the equations for β adopted by...

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Resistance Factors for Use in Load and Resistance Factor Design of Driven Pipe Piles in Sands

Cited by 51 publications

References 23 publications

Experimental study of cone penetration in silica sand using digital image correlation

Experimental study of cone penetration in silica sand using digital image correlation

The Shaft Capacity of Displacement Piles in Clay: A State of the Art Review

Assessment of Axially-Loaded Pile Dynmaic Design Methods and Review of INDOT Axially-Loaded Design Procedure

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