Centrifuge Model Tests on Anchor Piles for Tension Leg Platforms

Doyle, E.H.; Dean, E. T. R.; Sharma, Jitendra; Bolton,; Valsangkar, A. J.; Newlin, J. A.

doi:10.4043/16845-ms

Cited by 9 publications

(3 citation statements)

References 10 publications

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“…For laterally-loaded piles, modifications to the monotonic p-y response have been proposed to allow for the effects of cyclic loading, which generally involve a factoring down of the static lateral resistance (e.g. Doyle et al 2004). A further adjustment for the strain rate during cyclic loading compared to static laboratory tests may compensate for this reduction.…”

Section: Introductionmentioning

confidence: 99%

A cyclic p-y model for the whole-life response of piles in soft clay

White

Doherty

Guevara

et al. 2022

Computers and Geotechnics

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It is evident from model testing, field studies and theoretical considerations that the strength of a soft clay can reduce and then recoverpotentially to above the initial valueas a result of cyclic loading followed by consolidation. For piled foundations and well conductors, these changes in soil strength and the resulting lateral resistance affect their stiffness, capacity and fatigue. This paper introduces a new model for the cyclic lateral 'p-y' response of a pile in soft clay, using concepts from critical state soil mechanics, combined with a parallel Iwan model to capture the hysteric response. Example analyses show that the model can capture the general forms of behaviour observed in model tests, and is rapid and simple to implement. The model provides a new basis for whole life modelling of piles and well conductors, allowing changes in stiffness and capacity to be simulated, as well as improved modelling of fatigue accumulation. This approach allows more reliable design, quantifying the benefits and risks associated with evolving soil strength.

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Section: Introductionmentioning

confidence: 99%

A cyclic p-y model for the whole-life response of piles in soft clay

White

Doherty

Guevara

et al. 2022

Computers and Geotechnics

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“…Consideration of the interactions between piles, generally subjected to different loading scenarios, and the soil is a prerequisite in any geotechnical design of pile groups. To obtain insight into the load bearing mechanisms in pile foundations, and to provide the basis for suitable design codes, a large number of experimental investigations have been performed [1][2][3][4][5][6].…”

Section: Introductionmentioning

confidence: 99%

Beam–solid contact formulation for finite element analysis of pile–soil interaction with arbitrary discretization

Ninić

Stascheit

Meschke

2014

Num Anal Meth Geomechanics

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This paper presents an embedded beam formulation for discretization independent finite element (FE) analyses of interactions between pile foundations or rock anchors and the surrounding soil in geotechnical and tunneling engineering. Piles are represented by means of finite beam elements embedded within FEs for the soil represented by 3D solid elements. The proposed formulation allows consideration of piles and pile groups with arbitrary orientation independently from the FE discretization of the surrounding soil. The interface behavior between piles and the surrounding soil is represented numerically by means of a contact formulation considering skin friction as well as pile tip resistance. The pile-soil interaction along the pile skin is considered by means of a 3D frictional point-to-point contact formulation using the integration points of the beam elements and reference points arbitrarily located within the solid elements as control points. The ability of the proposed embedded pile model to represent groups of piles objected to combined axial and shear loading and their interactions with the surrounding soil is demonstrated by selected benchmark examples. The pile model is applied to the numerical simulation of shield driven tunnel construction in the vicinity of an existing building resting upon pile foundation to demonstrate the performance of the proposed model in complex simulation environments. J. NINIĆ, J. STASCHEIT AND G. MESCHKE analytical models consider the pile-soil interaction problem by means of an elastically bedded Winkler beam, also known as the p-y approach. In this method, one-dimensional springs are used to describe the 3D soil-pile interaction effects [13][14][15]. Later, this approach was modified to account for plastic deformations of the soil by incorporating nonlinearity in the soil springs [16][17][18][19][20]. In geotechnical engineering, the p-y method has been extensively used in the analysis and the design of piles. Because of rich experimental data used to derive the shape of the p-y curves, this approach has been found effective for many practical applications. Poulos (1973) proposed another analytical, displacementbased method, to analyze the lateral pile response. In this method, a free-field soil movement profile is imposed on a pile in a simplified boundary element analysis to estimate the pile response [21]. Using such an analysis method associated with laboratory testing of piles and pile groups, a series of design charts and theoretical expressions have been developed for estimating the pile response for slope stabilization, excavation, and tunneling operations [2,9,22,23].Evidently, analytical models are based upon more or less significant simplifications of the mechanisms involved in the 3D pile-soil interaction and the interactions between soil strata.Finite element (FE) models have a comparably larger potential to realistically describe material nonlinearities, different loading cases and complex geological environments in analyses of soil-pile interaction. An early ...

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“…Offshore exploration has propelled analytical, numerical and experimental investigation into bearing capacity of anchored piles [1][2][3][4][5][6]. This is seen in development of a complicated strength mobilization (SM) method [7], finite element method (FEM) [8] and plastic limit analysis (PLA) [9], among many others.…”

Section: Introductionmentioning

confidence: 99%

Laterally loaded rigid piles with rotational constraints

Guo

2013

Computers and Geotechnics

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Elastic-plastic, closed-form solutions were developed recently by the author, to capture the nonlinear response of laterally loaded rigid piles. Presented in compact form, the solutions are convenient to use, and sufficiently accurate despite using only two input parameters of the net limiting force per unit length pu along the pile, and a subgrade modulus k. Nevertheless, piles may be subjected to limited cap-restraints or loading below ground surface, which alter the response remarkably.This paper provides explicit expressions for estimating loading capacity of anchored piles and develops new solutions for lateral piles with cap-rotation by stipulating a constant pu or a linear increasing pu (Gibson pu) with depth. Lateral loading capacity Ho (at the tip-yield state and yield at rotation point state) and maximum bending moment Mm (at the tip-yield state) are presented against loading locations, and in form of the lateral capacity Ho-. Mo (applied moment) locus. The capacity is consistent with available solutions for anchored piles, and caissons with either pu profile, allowing a united approach from lateral piles to anchored piles. The new solutions are also presented in charts to highlight the impact of rotational stiffness of pile-cap on nonlinear response, offering a united approach for free-head piles through fixed-head piles.Several advantages of the solutions are identified against the prevalent p-. y curve based approach. To estimate the key parameter pu, values of the resistance factor Np (=ratio of pile-soil limiting resistance over the undrained shear strength su) are deduced using the current expressions against available normalised pile capacity involving the impact of gapping (between pile and soil), pile movement mode, pile slenderness ratio, inclined loading angle (anchored piles) and batter angles (lateral piles). The Np is characterised by: (i) An increase from 5.6-8.6 to 10.14-11.6, as gapping is eliminated around lateral piles and caissons, and from 1.0-6.1 to 2.8-9.8, as translation is converted into rotation mode of footings. (ii) Similar variations with slenderness ratio between anchors and caissons (without gapping), and among anchors, caissons and pipelines (with gapping). And (iii) A reduction with loading angles (anchors) resembling that with batter angles (piles).

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Centrifuge Model Tests on Anchor Piles for Tension Leg Platforms

Cited by 9 publications

References 10 publications

A cyclic p-y model for the whole-life response of piles in soft clay

A cyclic p-y model for the whole-life response of piles in soft clay

Beam–solid contact formulation for finite element analysis of pile–soil interaction with arbitrary discretization

Laterally loaded rigid piles with rotational constraints

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