Centrifuge Modeling of the Cyclic Lateral Response of a Rigid Pile in Soft Clay

Zhang, Chenrong; White, David; Randolph, Mark

doi:10.1061/(asce)gt.1943-5606.0000482

Cited by 102 publications

(33 citation statements)

References 18 publications

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“…The sand properties were taken to be the same as the super-fine silica sand used in the centrifuge tests in Lee et al (2013a) and Hu et al (2014a), with I D ¼ 43%, 74% and 85%; the sand thickness ratio H s /D is varied from 0•3 to 0•8; clay shear strength at the sand-clay interface s um ranges from 10 to 40 kPa; clay strength gradient k is between 1•5 and 2•5 kPa/m; and the footing conical angle varies from 3 to 21°. A value of 3 for soil sensitivity of kaolin clay is used, which is based on the experimental measurements of Hu et al (2014a) and close to the S t value of 2•5 reported by Zhang et al (2011) and 2-2•5 reported by Gan et al (2012). The aim of selecting the above parameters is to cover more footing shapes and soil properties that have not appeared in the centrifuge tests performed.…”

Section: Evolution Of Soil and Sand Plug Geometrymentioning

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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Section: Evolution Of Soil and Sand Plug Geometrymentioning

confidence: 99%

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

Wang

Stanier

et al. 2015

Géotechnique

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“…The ability of this equation to predict undrained shear strength values for the clay used was verified using a Bounding Surface elastoplastic constitutive model and triaxial CIUC tests (Thompson 2011). Zhang et al (2011) showed there is a good agreement between undrained shear strength values obtained A dense layer of Nevada sand with an 8 m thickness, a relative density of 84%, and a void ratio of 0.57 was constructed below the clay layers. The soil profile, structural models, and instrumentation for the centrifuge tests described herein are shown in FIG.…”

Section: Centrifuge Tests and Geotechnical Conditionsmentioning

confidence: 81%

Seismic Soil-Pile-Structure Interaction in Improved Soft Clay: Centrifuge Tests

et al. 2015

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Improving the soft clay surrounding an existing pile group is an innovative, and cost efficient solution to restrict lateral displacements. However, this technique is not widely used in seismic regions due to lack of fundamental understanding of the behavior of improved and unimproved soils. Through a series of centrifuge tests, the seismic response of closely spaced groups of piles in unimproved and CDSM (cement deep soil mixing) improved soft clays were investigated. The soil profile consisted of four lightly overconsolidated clay layers overlaying a dense layer of Nevada sand. The piles in the groups were spaced at 3.0 pile diameters and had a 2×2 symmetrical configuration in the plan and were fixed to a rigid cap (superstructure) placed above the ground level. The centrifuge test results revealed that improving the ground was useful in decreasing displacement of the superstructure. The peak displacement of the superstructure of the improved pile group (GIL) was 18 cm compared to 25 cm for the superstructure of the pile group in the unimproved soft clay.

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“…17b) is about half the corresponding one measured in the previous cyclic test, which suggests progressive degradation of chalk or formation of a pile-chalk gap. Furthermore, each stiffness measured during test 5C_122 are of similar magnitude or lower than the stiffness measured for the higher load level in the previous test 5_C10, suggesting the occurrence of irrecoverable chalk degradation or gap formation (Zhang et al, 2011).…”

Section: Pile Lateral Stiffness During Cyclic Loadingmentioning

confidence: 93%

“…The site has been thoroughly characterised by two site investigations, one carried out in 2007 and one in 2011(SEtech, 2007Fugro, 2012a;Fugro, 2012b). A total number of five boreholes were drilled up to 20m depth and laboratory tests were undertaken on the chalk samples taken by rotary coring.…”

Section: Test Site and Ground Conditionsmentioning

confidence: 99%

Monotonic and cyclic lateral tests on driven piles in Chalk

Ciavaglia¹,

Carey²,

Diambra

2017

Proceedings of the Institution of Civil Engineers - Geotechnica

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General rightsThis document is made available in accordance with publisher policies. Please cite only the published version using the reference above. instrumented piles driven into chalk. The testing campaign comprised the performance of both monotonic and one-way cyclic lateral load tests, performed at different times after pile installation.The tests were performed on five piles with uniform outer diameters of 762 mm and embedded lengths of 4 m and 10 m, in order to investigate the difference in response between short and long piles.Lateral pile head load-displacement behaviour to failure has been analysed. The tangent stiffness evolution during monotonic loading has been evaluated at different times after pile installation and the chalk set-up has been found to have no effect on piles behaviour under lateral loading. The pile secant stiffness during cyclic lateral loading is also investigated. Accumulated pile head lateral displacements are discussed and their pattern is described by a logarithmic function that varies with number of cycles. The creation of a gap between the chalk and the pile during cyclic lateral loading was observed, which influenced the shape of the load-displacement loops. The influence of the instrument protection system was taken into account in analysing the results.

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Centrifuge Modeling of the Cyclic Lateral Response of a Rigid Pile in Soft Clay

Cited by 102 publications

References 18 publications

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

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

Seismic Soil-Pile-Structure Interaction in Improved Soft Clay: Centrifuge Tests

Monotonic and cyclic lateral tests on driven piles in Chalk

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