Winkler Springs (p-y curves) for pile design from stress-strain of soils: FE assessment of scaling coefficients using the Mobilized Strength Design concept

Bouzid, Dj. Amar; Bhattacharya, Subhamoy; Dash, Suresh R.

doi:10.12989/gae.2013.5.5.379

Cited by 47 publications

(12 citation statements)

References 13 publications

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“…lateral load-deflection or moment-rotation) should be such that the deformation is acceptable under the working load scenarios expected in the lifetime of the turbine. Further details of shape of these springs associated with stressstrain of the supporting soil can be found in Bouzid et al (2013). The values of the springs will also dictate the overall dynamic stability of the system due to its non-linear nature.…”

Section: Foundation Stiffness Of Monopilesmentioning

confidence: 99%

Design of monopiles for offshore wind turbines in 10 steps

Arany

Bhattacharya

Macdonald

et al. 2017

Soil Dynamics and Earthquake Engineering

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306

157

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ABSTRACT:A simplified design procedure for foundations of offshore wind turbines is often useful as it can provide the types and sizes of foundation required to carry out financial viability analysis of a project and can also be used for tender design. This paper presents a simplified way of carrying out the design of monopiles based on necessary data (i.e. the least amount of data), namely site characteristics (wind speed at reference height, wind turbulence intensity, water depth, wave height and wave period), turbine characteristics (rated power, rated wind speed, rotor diameter, cut-in and cut-out -upper limit of the 1P frequency range -fixed base (cantilever beam) natural frequency of the tower -characteristic yield strength -gravitational constant -distance from zero shear force location to pile toe -air gap between the highest expected wave crest level and the platform -wave number 0 -equivalent stiffness of first tower mode ℎ -horizontal modulus of subgrade reaction -total structural mass, also strain accumulation exponent 0 -equivalent mass of first tower mode -mass of the pile -mass of the rotor-nacelle assembly -mass of the tower -mass of the transition piece ℎ -horizontal coefficient of subgrade reaction ℎ1 -coefficient of subgrade reaction at the first load cycle ℎ -coefficient of subgrade reaction after N load cycles -shape parameter of Weibull distribution -undrained shear strength of soil , , -time, also degradation parameters degradation model -grout thickness -pile wall thickness -tower wall thickness -wall thickness of the transition piece -transition piece wall thickness -turbulent wind speed component -extreme gust speed ,

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Section: Foundation Stiffness Of Monopilesmentioning

confidence: 99%

Design of monopiles for offshore wind turbines in 10 steps

Arany

Bhattacharya

Macdonald

et al. 2017

Soil Dynamics and Earthquake Engineering

Self Cite

306

157

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“…In this study M S is taken as 1.87 after Dash and Bouzid et al . . Table lists the values of y to computed for this numerical investigation.…”

Section: Numerical Analysismentioning

confidence: 99%

Evaluation of seismic performance of pile‐supported models in liquefiable soils

Lombardi

Bhattacharya

2016

Earthq Engng Struct Dyn

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SUMMARYThe seismic performance of four pile-supported models is studied for two conditions: (i) transient to full liquefaction condition, i.e. the phase when excess pore pressure gradually increases during the shaking; (ii) full liquefaction condition, i.e. defined as the state where the seismically induced excess pore pressure equalises to the overburden stress. The paper describes two complementary analyses consisting of an experimental investigation, carried out at normal gravity on a shaking table, and a simplified numerical analysis, whereby the soil-structure interaction (SSI) is modelled through non-linear Winkler springs (commonly known as p-y curves). The effects of liquefaction on the SSI are taken into account by reducing strength and stiffness of the non-liquefied p-y curves by a factor widely known as p-multiplier and by using a new set of p-y curves. The seismic performance of each of the four models is evaluated by considering two different criteria: (i) strength criterion expressed in terms of bending moment envelopes along the piles; (ii) damage criterion expressed in terms of maximum global displacement. Comparison between experimental results and numerical predictions shows that the proposed p-y curves have the advantage of better predicting the redistribution of bending moments at deeper elevations as the soil liquefies. Furthermore, the proposed method predicts with reasonable accuracy the displacement demand exhibited by the models at the full liquefaction condition. However, disparities between computed and experimental maximum bending moments (in both transient and full liquefaction conditions) and displacement demands (during transient to liquefaction condition) highlight the need for further studies.

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“…This concept is known as the "p-y method of lateral load transfer", and is now embedded in a large number of commercial software. A similar method, using the degradation of soil modulus with the growth of deformation, was given by Prakash and Kumar [12], Bowles [13], Hsiung [14], Amar et al [15], Guo [16], modelling the soil at shaft with ideally elastoplastic springs.…”

Section: Introductionmentioning

confidence: 99%

Analytical Solution of Arbitrary Loaded Spatial Pile Group

Santrač

Bajic²

2020

Period. Polytech. Civil Eng.

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This paper presents an analytical method for the calculation of the arbitrary loaded spatial pile group fixed or/and hinge jointed into a rigid cap. The method uses the vector and matrix procedures to derive spatial equations of equilibrium, in which unknown componential displacements appear. The stiffness coefficients in the equations can be determined analytically, numerically or by pile load test. The pile group effect are estimated approximately, reducing the piles stiffness coefficients which depend on pile position and its mutual distances.

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Winkler Springs (p-y curves) for pile design from stress-strain of soils: FE assessment of scaling coefficients using the Mobilized Strength Design concept

Cited by 47 publications

References 13 publications

Design of monopiles for offshore wind turbines in 10 steps

Design of monopiles for offshore wind turbines in 10 steps

Evaluation of seismic performance of pile‐supported models in liquefiable soils

Analytical Solution of Arbitrary Loaded Spatial Pile Group

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