CPT based prediction of foundation penetration in siliceous sand

Pucker, Tim; Bienen, Britta; Henke, Sascha

doi:10.1016/j.apor.2013.01.005

Cited by 42 publications

(18 citation statements)

References 22 publications

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“…For cone penetration tests in soft clays, the undrained shear strength of soil, s u , can be deduced from the net penetration resistance by means of a theoretical or calibrated bearing factor N kt . The bearing factor has been investigated using various ALE approaches with implicit or explicit schemes [42,41,18,19,25]. Here, a benchmark case in Walker and Yu [42,41] was replicated: a standard cone with projected area of A = 1000 mm 2 (shaft diameter D = 35.7 mm) and apex angle of 60°was penetrated into weightless clay (though a density has to be specified for the CEL analysis as this influences the initial estimate of stiffness and hence the critical time step) under undrained conditions; the cone was assumed to be smooth; the soil strength was uniform with s u = 10 kPa; and the soil rigidity index G/s u = 100, where G is the elastic shear modulus.…”

Section: Cone Penetrationmentioning

confidence: 99%

“…In contrast to RITSS and EALE, an element in CEL may be occupied by multiple materials fully or partially, with the material interface and boundaries approximated by volume fractions of each material in the element. The CEL method has been used by a number of researchers to investigate the penetration of spudcan foundations in various soil stratigraphies [27,35,36,25,12] and uplift capacity of rectangular plates [9]. The comparatively rigid structural part (i.e.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Large deformation finite element analyses in geotechnical engineering

Wang

Bienen

Nazem

et al. 2015

Computers and Geotechnics

233

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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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Section: Cone Penetrationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Large deformation finite element analyses in geotechnical engineering

Wang

Bienen

Nazem

et al. 2015

Computers and Geotechnics

233

View full text Add to dashboard Cite

show abstract

“…The threshold shear strains were taken as ε p ep = 4% and ε crit ep = 10%, as observed broadly in triaxial compression tests on silica sand by Pucker et al (2013) and as adopted by Hu et al (2015). The critical friction angle was taken as 34° ( Cheong, 2002;O'Loughlin & Lehane, 2003;Hossain, 2014), while the initial and peak friction angles were selected based on the theories as follows.…”

Section: Analysis Details and Model Set-upmentioning

confidence: 99%

Numerical investigation of spudcan penetration in multi-layer deposits with an interbedded sand layer

2017

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For calculating spudcan penetration resistance in an interbedded sand layer between two clay layers, the recently developed mechanism-based design methods for surface sand-over-clay deposits are extended to account for the influence of the overlying clay layer. A series of large-deformation finite-element (LDFE) analyses were carried out, varying layer geometries and strength parameters. The numerical results and existing centrifuge test data are used to calibrate the extended design methods. The performance of the modified design methods and those suggested in the ISO standard 19905-1 is compared, confirming the accuracy of the former methods in estimating the peak penetration resistance in the sand layer. LDFE analyses were also carried out adding a strong fourth layer, with the corresponding effects on the increasing peak resistance in the second (sand) layer and squeezing behaviour (or limiting squeezing depth) in the third (soft clay) layer discussed. Design formulas are also developed to estimate the increase of peak resistance and limiting squeezing depth due to the presence of the strong fourth layer.

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“…The updated friction and dilation angles remain constant during the next step. In the following analysis, the threshold shear strains were taken as ξ p ¼ 4% and ξ cv ¼ 10%, as observed broadly in triaxial compression tests on super-fine silica sand by Pucker et al (2013). Similar super-fine silica sands were used in the centrifuge tests of Teh et al (2008Teh et al ( , 2010, Lee et al (2013a) and Hu et al (2014a).…”

Section: Sand Modelmentioning

confidence: 99%

Assessing the punch-through hazard of a spudcan on sand overlying clay

Wang

Stanier

et al. 2015

Géotechnique

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A complete analytical method to describe the full load-penetration resistance profile of a mobile jackup spudcan footing penetrating a sand over clay stratigraphy is described. It is based on both large deformation finite-element analyses and geotechnical centrifuge experiments. The coupled Eulerian-Lagrangian (CEL) approach is used to accommodate the large deformations of a spudcan footing penetrating sand overlying clay. Modified Mohr-Coulomb and Tresca models describe the sand and clay behaviour, with modifications accounting for the effects of strain softening on the response of the soil. The CEL results are shown to match centrifuge tests well, allowing the numerical study to be extended parametrically, and with confidence, to cover the range of layer geometries, sand relative densities and footing shapes that are of practical interest to offshore jack-ups. The results are used to (a) assess the performance of an existing model to predict the peak resistance in the sand layer (extending its range of application to medium dense to dense sands and to conical footings of angle 0°t o 21°), and (b) develop an expression for the bearing capacity factor when the footing penetrates into the underlying clay. Using the analytical formulas proposed, retrospective simulations of centrifuge tests show that the method provides a reasonable estimate of the peak punch-through load, the behaviour in the underlying clay, as well as the punch-through distance; the latter being a basic reflection of the severity of a potential punch-through failure.

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CPT based prediction of foundation penetration in siliceous sand

Cited by 42 publications

References 22 publications

Large deformation finite element analyses in geotechnical engineering

Large deformation finite element analyses in geotechnical engineering

Numerical investigation of spudcan penetration in multi-layer deposits with an interbedded sand layer

Assessing the punch-through hazard of a spudcan on sand overlying clay

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