Identification of Granular Soils Strength and Stiffness Parameters by Matching Finite Element Results to PMT Data

Abed, Younes; Bahar, Ramdane; Dupla, Jean Claude; Bouzid, Dj. Amar

doi:10.1142/s0219876213420012

Cited by 3 publications

(5 citation statements)

References 12 publications

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“…The pressures belonging to the third part (part III) vary from P 0 − 2(P L − P 0 )/3 to the limit pressure P L . This part called zone of large strains, characterizes the failure behaviour of the cohesive soil (friction angle ϕ and cohesion c ) [21].…”

Section: Curve Decomposition Methodsmentioning

confidence: 99%

“…With reference to the middle point of the Pressuremeter membrane, the dimension of the finite element mesh used is 20r 0 in width. The soil around the probe is modelled using a linear mesh [21].…”

Section: Finite Element Simulation Of Pressuremeter Testmentioning

confidence: 99%

“…In other words, the goal is to find the curve that better matches the experimental curve. In Press-Sim two optimization processes have been incorporated; the Nelder and Mead simplex method and another method called 'Curve decomposition method' (for more details see [21]).…”

Section: Identifying Gp-dp Models Parameters From Pressuremeter Testmentioning

confidence: 99%

“…The purpose of the present work is to develop an effective and reliable procedure for the identification of the mechanical properties of soils by interpreting results from pressuremeter tests. More precisely, the paper presents a methodology for the identification of parameters values in the Generalized Prager Model (GPM), (the reader is referred to the papers by Abed and Bahar [20] and Abed et al [21]) of the mechanical properties of soils by an inverse analysis of the experimental pressure-strain curve of an in-situ pressuremeter test. Two optimization techniques are presented,one is based on the simplex method of Nelder and Mead [22] and the other is based on the decomposition of the pressuremeter curve.…”

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An optimization procedure for the soil behavior identification using pressuremeter results

Abed

2021

Geo-Engineering

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The soil parameters identification procedure is usually a trade-off between sophisticated soil model behaviour and the large number of parameters to identify. Such procedure that can accomplish both of these objectives is highly desirable, but also difficult. This paper presents a methodology for identifying soil parameters that takes into account different constitutive equations. For identifying the generalized Prager model parameters, associated to the Drucker and Prager failure criterion, using an in-situ pressuremeter curve, we have proposed a procedure that is based on an approach of inverse analysis. This approach involves the minimizing the function representing the area between the experimental curve and the simulated curve, obtained by fit in the model along the in-situ loading path. A comparative study between two optimization processes is proposed. The first is based on the technique of the simplex by Nelder and Mead, while the second is based on the decomposition of the pressuremeter curve in three distinct areas. After a brief description of an existing computer program called Press-Sim, which has been written in Fortran for analyzing a cavity expansion using the finite element method, a short explanation is given about the two optimization procedures considered in this article. Then, for a chosen site where soil strength parameters are measured, the comparative study has been performed for both methods at four different depths. For the determination of the angle of friction, the two procedures yield very close values and are in a good agreement with that given by the triaxial test, while for the cohesion, they both diverge from each other on both sides of the value measured by the trial test.

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Section: Curve Decomposition Methodsmentioning

confidence: 99%

Section: Finite Element Simulation Of Pressuremeter Testmentioning

confidence: 99%

Section: Identifying Gp-dp Models Parameters From Pressuremeter Testmentioning

confidence: 99%

mentioning

confidence: 99%

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An optimization procedure for the soil behavior identification using pressuremeter results

Abed

2021

Geo-Engineering

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“…To ensure the constitutive model parameters can simulate the real soil behaviour and to minimize variations between Bulletin of the Geological Society of Malaysia, Volume 67, June 2019, pp. 119 -125 DOI : https://doi.org/10.7186/bgsm67201915 measured and computational end results, calibration of the soil parameters are necessary (Abed et al, 2014).…”

Section: Introductionmentioning

confidence: 99%

Calibration of stiffness parameters for Hardening Soil Model in residual soil from Kenny Hill Formation

Govindasamy¹,

Ismail²,

Zaki³

et al. 2019

BGSM

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The underground configuration of the Klang Valley Mass Rapid Transit (KVMRT) system passes through two different geological formations namely the Kenny Hill Formation and Kuala Lumpur Limestone. However, this study only concentrates on the Kenny Hill Formation. A set of borehole data from Pasar Seni Station within the Kenny Hill Formation was analysed in order to calibrate the stiffness parameters for Hardening Soil Model of residual soil from the Kenny Hill Formation. The in situ and laboratory tests were simulated using the PLAXIS 2D software. The parameters were determined based on triaxial and pressuremeter tests. From the selected boreholes, the residual soil from Kenny Hill Formation is categorized into five soil types-sand, sandy clay, gravel, silty sand and silty gravel. The triaxial test was carried out for sand and sandy clay at depths of 0-4 m and 2.5-8 m under both drained and undrained conditions, respectively. The pressuremeter test was conducted for gravel at 2.5-10 m depths, silty sand at 6-36 m depths and silty gravel at 30-40 m depths. The outcome of this study is to produce a reliable set of data which will allow engineers to make assumptions more effectively and to avoid the probability of project failure due to unreliable design input parameters. It is found that the Hardening Soil Model is able to represent the real soil behaviour compared to Mohr Coulomb Model. This is due to the stress-dependent stiffness feature in Hardening Soil Model. Hardening Soil Model features a total of ten parameters and it is very renowned due to the stress-dependent stiffness attribute. The parameters of Hardening Soil Model of the residual soil from Kenny Hill Formation was also calibrated and a database was established.

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Lower Bound Axisymmetric Limit Analysis Using Drucker–Prager Yield Cone and Simulation with Mohr–Coulomb Pyramid

Chakraborty

Kumar

2015

Int. J. Comput. Methods

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This paper presents a lower bound limit analysis approach for solving an axisymmetric stability problem by using the Drucker–Prager (D–P) yield cone in conjunction with finite elements and nonlinear optimization. In principal stress space, the tip of the yield cone has been smoothened by applying the hyperbolic approximation. The nonlinear optimization has been performed by employing an interior point method based on the logarithmic barrier function. A new proposal has also been given to simulate the D–P yield cone with the Mohr–Coulomb hexagonal yield pyramid. For the sake of illustration, bearing capacity factors Nc, Nq and Nγ have been computed, as a function of ϕ, both for smooth and rough circular foundations. The results obtained from the analysis compare quite well with the solutions reported from literature.

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Identification of Granular Soils Strength and Stiffness Parameters by Matching Finite Element Results to PMT Data

Cited by 3 publications

References 12 publications

An optimization procedure for the soil behavior identification using pressuremeter results

An optimization procedure for the soil behavior identification using pressuremeter results

Calibration of stiffness parameters for Hardening Soil Model in residual soil from Kenny Hill Formation

Lower Bound Axisymmetric Limit Analysis Using Drucker–Prager Yield Cone and Simulation with Mohr–Coulomb Pyramid

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