Deep-penetrating spudcan foundations on layered clays: numerical analysis

Hossain, Muhammad Shazzad; Randolph, Mark

doi:10.1680/geot.8.p.040

Cited by 72 publications

(17 citation statements)

References 22 publications

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“…The trapped sand underneath the ball was found to have a significant influence on the penetration resistance in the bottom clay layer. This was similar to spudcan penetration in layered soils (Hossain & Randolph, 2010a, 2010b, but on a different scale (i.e. spudcan diameter % 12 m).…”

Section: Previous Worksupporting

confidence: 66%

Behaviour of ball penetrometer in uniform single- and double-layer clays

Zhou¹,

Hossain²,

Hu³

et al. 2013

Géotechnique

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The spherical ball penetrometer is increasingly being used for profiling the undrained shear strength of soils in centrifuge and offshore site investigations. This paper reports the results from largedeformation finite-element (LDFE) analysis undertaken to provide insight into ball penetrometer behaviour during undrained vertical penetration through uniform and stratified clay deposits. The LDFE analyses simulated continuous penetration of ball penetrometers from the seabed surface. The results were validated against centrifuge test data and plasticity solutions prior to undertaking a detailed parametric study, exploring a range of normalised soil properties and layer thicknesses and roughnesses of the soil/ball interface. The influence of the shaft (or area ratio) was also identified. The evolving soil failure patterns in single-and double-layer soils revealed two interesting aspects: soil backflow above the penetrometer, and trapping of the stronger material beneath the penetrometer. A framework has been proposed to account for these effects, which will allow accurate interpretation of soil undrained shear strength from the ball penetration resistance.

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Section: Previous Worksupporting

confidence: 66%

Behaviour of ball penetrometer in uniform single- and double-layer clays

Zhou¹,

Hossain²,

Hu³

et al. 2013

Géotechnique

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“…The advantage of RITSS is that the remeshing and interpolation strategy can be coupled with any standard FE program, such as the locally developed program AFENA [7] and the commercial package Abaqus/Standard, through user-written interface codes. The potential of the approach has been highlighted by varied two-dimensional (2D) and three-dimensional (3D) applications of monotonic and cyclic penetration of penetrometers [19,52], penetration of spudcan foundations for mobile jack-up rigs [16,17,51], lateral buckling of pipelines [49,8] and uplift capacity and keying of mooring anchors [31,[43][44][45]47,38,39]. More recently, RITSS was extended from static to dynamic analyses [48].…”

Section: Introductionmentioning

confidence: 99%

Large deformation finite element analyses in geotechnical engineering

Wang

Bienen

Nazem

et al. 2015

Computers and Geotechnics

230

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a b s t r a c tGeotechnical applications often involve large displacements of structural elements, such as penetrometers or footings, in soil. Three numerical analysis approaches capable of accounting for large deformations are investigated here: the implicit remeshing and interpolation technique by small strain (RITSS), an efficient Arbitrary Lagrangian-Eulerian (EALE) implicit method and the Coupled Eulerian-Lagrangian (CEL) approach available as part of commercial software. The theoretical basis and implementation of the methods are discussed before their relative performance is evaluated through four benchmark cases covering static, dynamic and coupled problems in geotechnical engineering. Available established analytical and numerical results are also provided for comparison purpose. The advantages and limitation of the different approaches are highlighted. The RITSS and EALE predict comparable results in all cases, demonstrating the robustness of both in-house codes. Employing implicit integration scheme, RITSS and EALE have stable convergence although their computational efficiency may be low for high-speed problems. The CEL is commercially available, but user expertise on element size, critical step time and critical velocity for quasi-static analysis is required. Additionally, mesh-independency is not satisfactorily achieved in the CEL analysis for the dynamic case.

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“…Comparison between the results from centrifuge tests and LDFE analyses are presented by Hossain & Randolph (2009d). Overall, excellent agreement was found in terms of key features of the flow mechanisms: surface heave, cavity depth, layer deformation, trapped stronger material beneath the spudcan, and the failure pattern generated due to penetration of the spudcan foundation.…”

Section: Evolution Of a New Design Approachmentioning

confidence: 72%

“…Hossain (2008) illustrated all the results separately based on t/D and s ubs /s ut for kD/s ubs = 0 and kD/s ubs > 0. However, the revealed soil flow mechanisms and resulting bearing capacity profiles (Hossain & Randolph, 2009d) provide evidence that the underlying soft layer influences spudcan performance well before the punch-through point, with the penetration resistance being lower than that for a deep layer of the upper clay. Young et al, 1984;Castleberry II & Prebaharan, 1985;Craig & Higham, 1985;Brennan et al, 2006).…”

Section: Bearing Capacitymentioning

confidence: 97%

“…The consequent effect will be augmentation of the applied preload and hence a reduction, either gradual (if in upper layer) or sharp (if in lower layer), will occur in the penetration resistance (Hossain & Randolph, 2009d). The consequent effect will be augmentation of the applied preload and hence a reduction, either gradual (if in upper layer) or sharp (if in lower layer), will occur in the penetration resistance (Hossain & Randolph, 2009d).…”

Section: Bearing Capacitymentioning

confidence: 99%

See 1 more Smart Citation

New Mechanism-Based Design Approach for Spudcan Foundations on Stiff-Over-Soft Clay

Hossain¹,

Randolph²

2009

Proceedings of Offshore Technology Conference

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The paper reports an improved mechanism-based design approach for assessing spudcan penetration response on stiff-oversoft clay, where potential for punch-through exists. The method has evolved through a combination of centrifuge modeling and large deformation finite element (LDFE) analysis. The model tests included half-spudcan tests against a transparent window, allowing visualization of the soil flow, and full-spudcan tests to measure the penetration resistance. The LDFE analyses simulated continuous penetration from the surface, providing complete profiles of penetration resistance and revealing the evolving soil flow patterns. The analyses were undertaken with and without taking strain softening and rate dependency into account. The LDFE results were first validated against centrifuge observations and then extended for a range of layer geometries and soil strength profiles encompassing almost all cases of practical interest. The design method currently recommended in the SNAME guidelines was found to underestimate the maximum penetration resistance significantly in most cases and to exaggerate the post-peak reduction in resistance. A new design approach based on the study is presented in both graphical and equation form to facilitate use for practical design problems, and is applied to a case study from the field. Comparison between recorded field data, predictions from the new design method and corresponding results from LDFE analyses show that the design method provides accurate estimate of the depth at which punch-through occurred and its severity, and also a close approximation to the full load-penetration response.

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Deep-penetrating spudcan foundations on layered clays: numerical analysis

Cited by 72 publications

References 22 publications

Behaviour of ball penetrometer in uniform single- and double-layer clays

Behaviour of ball penetrometer in uniform single- and double-layer clays

Large deformation finite element analyses in geotechnical engineering

New Mechanism-Based Design Approach for Spudcan Foundations on Stiff-Over-Soft Clay

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