Behavior of Axially Loaded Pile Groups Driven in Clayey Silt

McCabe, Bryan A.; Lehane, Barry

doi:10.1061/(asce)1090-0241(2006)132:3(401)

Cited by 91 publications

(61 citation statements)

References 12 publications

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“…The equalized radial effective stresses in Figure 18 also show good agreement with those made on a 6 m long 250 mm square driven precast piles installed at the same site and described by McCabe and Lehane (2006). Comparison is also made in Figure 15 to the  rc values predicted using the cavity expansion approach method (CEM) proposed by Chen and Randolph (2007).…”

Section: Base Resistance During Installationsupporting

confidence: 65%

Shaft Capacity of Open-Ended Piles in Clay

Doherty

Gavin

2011

J. Geotech. Geoenviron. Eng.

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Section: Base Resistance During Installationsupporting

confidence: 65%

Shaft Capacity of Open-Ended Piles in Clay

Doherty

Gavin

2011

J. Geotech. Geoenviron. Eng.

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“…2. The default pile length (L) and diameter (D) are 6.0 m and 0.282m, respectively (the diameter gives an equivalent pile area to that of a square pile of width 0.25 m), corresponding to those tested by McCabe and Lehane (2006). E 1 is the stiffness of the upper layer, E 2 is the stiffness of the lower layer, and the boundary between them is located at a depth h below ground level (h ≥ L).…”

Section: Details Of Fe Parametric Studymentioning

confidence: 99%

Pile Group Settlement Estimation: Suitability of Nonlinear Interaction Factors

McCabe

Sheil

2015

Int. J. Geomech.

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Publication InformationMcCabe, B.A., Sheil, B.B. (2015) 'Pile group settlement estimation: suitability of nonlinear interaction factors'. ASCE International Journal of Geomechanics, 13 (3). PublisherAmerican Society of Civil Engineers AbstractIn this paper, predictions of pile settlement determined by appropriate superposition of two-pile interaction factors are compared with those computed from continuum analysis. PLAXIS 3DFoundation is used in conjunction with the non-linear Hardening Soil model and pile group sizes studied are greater than in previous research. The study is presented in two phases: (i) examination of the modulus variation within the group allowed the elimination of some variables and (ii) a comparison of pile settlement predictions in the context of the significant variables. The research shows that predictions using the former approach match the continuum analyses very closely for friction piles and reasonably well for end-bearing piles and show potential for reducing computational time and effort in such problems. The paper also distinguishes between alternative definitions of interaction factor and shows that most accurate predictions arise from interaction factors calculated when only one of the two piles is loaded.

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“…An experimental program designed to assess the behaviour of axially loaded single piles and pile groups in Belfast sleech was initiated in 1997, See McCabe and Lehane (2006). The 250 mm square, 6 m concrete piles were installed using light driving to a final penetration depth of 6m.…”

Section: Full Scale Load Testsmentioning

confidence: 99%

Pile Aging in Cohesive Soils

Doherty

Gavin

2013

J. Geotech. Geoenviron. Eng.

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Abstract:This technical note presents the results of a field investigation into pile aging in soft clay which was conducted over a period of ten years. Static load tests were conducted after the excess pore pressure generated by the installation of 6 m long driven concrete piles were fully equalised. These tests allowed the time-capacity aging profile to be established. A normalised capacity-time trend established for the case history is seen to be consistent with the response observed from a wider database of pile tests in clay compiled from the literature. A simple reliability based design example is provided to highlight the positive impact that pile aging could have for industrial practice.2

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Behavior of Axially Loaded Pile Groups Driven in Clayey Silt

Cited by 91 publications

References 12 publications

Shaft Capacity of Open-Ended Piles in Clay

Shaft Capacity of Open-Ended Piles in Clay

Pile Group Settlement Estimation: Suitability of Nonlinear Interaction Factors

Pile Aging in Cohesive Soils

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