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Procedia Engineering 175 (2017) 273 – 278
1st International Conference on the Material Point Method, MPM 2017
Numerical modeling of cone penetration test in slightly
overconsolidated clay with arbitrary Lagrangian-Eulerian
formulation
Jakub Konkola,*, Lech Baáachowskia
a
GdaĔsk University of Technology, Narutowicza 11/12, 80-233 GdaĔsk, Poland
Abstract
In this paper the results of the cone penetration test (CPT) modeling with the arbitrary Lagrangian-Eulerian (ALE) formulation
provided by Abaqus software package have been presented. The study compares the cone resistance and sleeve friction obtained
in numerical analysis with values measured in soundings performed in the uniform layer of clayey soil in the Koszalin area. The
clay layer was found to be slightly overconsolidated with OCR ranging from 3.5 to 4.5. The subsoil parameters used in the
numerical model are based on laboratory tests data and the complementary CPT estimation. Evaluation of the most important
factors influencing the numerical solution such as friction on the probe-soil interface and the undrained shear strength of the clay
have been discussed. The possibilities of ALE method for soil parameters calibration are introduced and future challenges in
large deformation problems modeling due to penetration issues are described.
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2016The
TheAuthors.
Authors.
Published
by Elsevier
Ltd.is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/).
Peer-review under responsibility of the organizing committee of the 1 st International Conference on the Material Point Method.
Peer-review under responsibility of the organizing committee of the 1st International Conference on the Material Point Method
Keywords: Abaqus; arbitrary Lagrangian-Eulerian; ALE; CPT simulation; undrained analysis.
1. Introduction
The cone penetration testing (CPT) is a common geotechnical site investigation method to estimate soil strength
parameters. In recent years many numerical studies, especially large deformation finite element calculations, have
been performed to better understand the mechanisms which influence penetration resistance. Cone penetration into
cohesive soil has been analyzed by Van den Berg [1], Abu-Farsakh et al. [2], Wei et al. [3], Sheng et al. [4] and
* Corresponding author.
E-mail address: jakub.konkol@pg.gda.pl
1877-7058 © 2017 The Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/).
Peer-review under responsibility of the organizing committee of the 1st International Conference on the Material Point Method
doi:10.1016/j.proeng.2017.01.023
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Jakub Konkol and Lech Bałachowski / Procedia Engineering 175 (2017) 273 – 278
others. However, in major part of the research only the cone resistance has been taken into consideration and the
cone factor was investigated (e.g., [4,5]). In addition, the numerical model validation has been usually presented in
comparison to the laboratory tests (e.g., [3]) and the verification with the field tests was not widely used. The main
aim of this paper is to present the numerical simulation of the CPT with the influence of the friction between soil and
probe in comparison with the field measurement. The secondary objective is the identification of CPT simulation
sensibility to laboratory test data. The research performed is intended to shed more light on the cone-soil interaction
and the possibility of CPT predictions based on laboratory test data.
The CPT numerical model is developed using Arbitrary Lagrangian-Eulerian (ALE) formulation with accordance
to the total stress approach. The ALE formulation is widely used for calculating the cone penetration problems in
homogeneous soil layer (e.g., [5]) and it provides better calculation efficiency due to the possibility of application of
axisymmetric models in comparison to another numerical methods such as Coupled Eulerian-Lagrangian
formulation where fully three-dimensional model is required (e.g., [6]). The geotechnical parameters of soil have
been based on laboratory tests, but CPT correlations need to be used for initial lateral stresses estimation. Two
friction coefficients for probe-soil interaction have been tested and their influence on the results has been presented.
The numerical results are compared with field measurements including the cone resistance and sleeve friction. The
interface friction influence is discussed and the possibility of geotechnical parameters validation with numerical CPT
probing is also pointed out.
Fig. 1. Soil and CPT profiles for the WD-102 site.
2. Site geotechnical investigation
The WD-102 structure in the Koszalin area of the S6 highway currently under construction is selected as the
reference localization. The geotechnical field investigation consists of one electrical CPT test done in clayey soil,
one borehole drilled next to CPT point and two boreholes drilled in a distance of approximately 15 meters from the
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probing location. The laboratory tests include basic physical and mechanical soil parameters determination such as
grain size analysis, consistency limits tests, oedometer tests, direct shear tests, pocket shear vane tests and pocket
penetrometer tests. Geotechnical investigation have been commissioned by General Directorate for National Roads
and Motorways in Poland and forwarded to authors for the purpose of this research. The CPT probing graph with
borehole log and soil sample locations is presented in Fig. 1. The soil profile is standardized from all three boreholes
situated close to CPT location and the depth range taken into consideration for numerical studies is chosen from 5,5
to 10,5 meters below ground level. The considered soil, a grey, stiff clay layer (IL§ 0,1) is slightly overconsolidated
with OCR ranging with 3,5 to 4,5. The water table is stabilized 11,0 m depth below ground level, but the water
seepage into the borehole was recognized at the depth of 6,0 m.
3. Geotechnical parameters estimation
The one-phase, total stress analysis performed with ALE is conducted with assumption of isotropic, elasticperfectly plastic material and fully saturated soil. The first assumption is related to the linear elasticity and Tresca
criterion, which are chosen for soil constitutive modeling. The laboratory study has shown, that soil saturation ratio
for the considered depths is ranging between 93% and 97%, so the assumption of fully saturated soil can be
successfully applied [7]. The soil physical and strength parameters are summarized in Table 1. The bulk soil density
is equal to 2,23 g/cm3 as determined directly from laboratory tests. The undrained shear strength estimates based on
pocket instruments and the CPT correlations for two boundary cone factors are presented in Fig. 2. The calibration
procedure with numerical direct shear and oedometer tests has been undertaken to find appropriate value of the
undrained shear strength. Laboratory tests impose the effective stress approach where Modified Cam Clay (MCC)
model have been used. The numerical oedometer and direct shear tests results have been compared with the
laboratory ones and the satisfactory agreement within the error of 5% was reached. Consequently, the undrained
shear strength cu of 130 kPa was calculated from the MCC parameters (e.g. [8,9]):
cu
p0 '
M
2
§ pc ' ·
¸
¨
¨2p '¸
© 0 ¹
( O N ) / O
(1)
where: cu – undrained shear strength, p0’- initial mean stress, M-stress ratio, pc’- pre-consolidation mean stress,
Ȝ - logarithmic plastic modulus,ț – logarithmic elastic modulus.
The successful undrained pile installation modeling in terms of total and effective stress approach using
correlation described with Eq. (1) has been previously shown by Konkol and Baáachowski [9]. The undrained elastic
modulus estimation is based on assumption of volumetric and shear effects decomposition [10]:
Eu
2G(1 Q u )
(2)
where: : Eu – undrained elastic modulus, G – effective shear modulus, Ȟu – undrained Poisson’s ratio.
The undrained Poisson’s ratio fixed to 0,49 provides the soil incompressibility. The shear modulus G of 11280
kPa is based on calibration procedure with direct shear and oedometer tests. Finally, the undrained elastic modulus
is calculated as Eu= 33600 kPa using Eq. (2).
The initial ratio between total horizontal and vertical stresses has been adopted after lateral earth pressure at rest
coefficient K0. K0 is estimated as 1,0 from CPT measurements, which corresponds to slightly overconsolidated
conditions (OCR § 3,5 ÷ 4,5). The ratio between total horizontal and vertical stress (ıh0/ ıv0) is calculated including
pore water pressures. As lateral earth pressure at rest coefficient is equal to 1,0, the ıh0/ ıv0 ratio is also 1,0.
The shear behaviour in cone-soil interface with total stress analysis is usually expressed as a function of
undrained shear strength [11]. However, this kind of contact is not available in Abaqus software. Consequently, the
penalty contact algorithm and tangential behavior with prescribed coefficient of friction have been applied. As a
practical workaround in this study two numerical runs have been performed with two coefficients of friction equal to
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0,129 and 0,264, corresponding to the angle of interface friction į as į ѿĭ’ and į=Ҁĭ’, respectively. As it will be
shown in later part of this paper, the friction on probe-soil interface strongly influences the numerical solution.
Fig. 2. Undrained shear strength estimates.
Table 1. Material parameters for CPT model (linear elasticity with Tresca plasticity).
Parameter
ȡ (t/m3)
Eu (kPa)
ȣu (-)
cu (kPa)
ıh0/ ıv0 (-)
Value
2,23
33600
0,49
130
1,0
4. The Arbitrary Lagrangian-Eulerian model
The model geometry used in this study is presented in Fig. 3(a). The standard cone with diameter of 35,68 mm is
modeled as a discrete rigid body and it is pre-installed at the depth of 6 cm in the soil to avoid initial mesh
distortions [12]. Cone was pressed into the subsoil with so-called zipper-type technique developed by Mabsout and
Tassoulas [13]. The rounding between cone and sleeve was designed to provide better soil flow around the probe
and to minimize the sudden stress change around the vertex, which was observed when sharp chamfer is used [14].
The axisymmetric soil domain is 18 m height and 3 m wide and it is discretized with 102822, quadratic, 4 nodded,
linear elements with reduced integration (CAX4R) with minimum size of 4 x 4 mm in the jacking area. The
dimensions of soil domain are sufficiently large to minimize the boundary effects. The beginning of jacking was
assumed to be 5,5 m below ground level, so overburden pressure was applied on the top of the soil domain, see Fig.
3(a). The probe was jacked to the depth of 10,5 m with a standard rate of 2 cm/s.
5. Numerical investigation results
The results of numerical simulation with ALE formulation are presented in Fig. 3(b). The test with į ѿĭ’ was
interrupted with technical problems shortly after the cone passed 9,5 m depth and this test could not be restarted due
to restart file corruption. However, the results are still valid and can be used for the interpretation. As can be seen, a
relatively good agreement in cone resistance between field measurement and numerical study is achieved and the
influence of friction angle į on the cone resistance is not significant. The numerical cone resistance curve is almost
constant with depth and this observation is conformed with other numerical studies in homogeneous soil (e.g.,
Jakub Konkol and Lech Bałachowski / Procedia Engineering 175 (2017) 273 – 278
[4,5]). The better coincidence of the results with field measurement is possible and it could be done by application
of undrained shear strength increasing with depth. However, due to limited scope of laboratory tests (lack of triaxial
tests in particular), more precise estimation of the undrained shear strength distribution is hampered.
Fig. 3. (a) Axisymmetric CPT model with ALE formulation; (b) numerical results versus field measurement.
There is important difference between the numerical sleeve friction and the measured one. The reasons for this
phenomenon can be twofold; the applied coefficients of friction are too high for the appropriate modeling of probesoil interface behavior and there is a maximum shear stress on pile-soil interface, which can be determined from
laboratory interface testing. As 0,129 is relatively low coefficient of friction in comparison to databases (e.g., [15]),
presumably the lack of maximum shear stresses specification in numerical model is the significant reason for the
sleeve resistance differences.
Table 2. Average friction ratios for cohesive soils in Koszalin area.
Soil
siCl1
Cl
sasiCl
ALE, į ѿĭ’
ALE, į Ҁĭ’
Rf [%]
1,5÷2,5
4÷6
2÷4
~4,4
~6,2
The simulations performed have shown that contact behavior is essential for the proper modeling of shaft friction
problem and, as a proof, the friction ratios from different CPT soundings in cohesive soils in Koszalin area are
compared with the numerical study, see Table 2. The measured value of sleeve friction is overestimated 2 or 3 times
1
Soil modeled in numerical study
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in numerical analysis. As one can notice, the correct choice of the contact parameters on soil-structure interface is
crucial and should be always treated individually.
6. Conclusions
The numerical modeling of CPT testing has shown that ALE formulation is a satisfying tool for large
deformation problems calculations. The penetration of CPT was numerically modeled over 5 m depth which is
equivalent to 140 cone diameters. The increasing numerical noise was observed for higher friction coefficient,
especially in sleeve resistance. The calculated cone resistance is close to the field measurement regardless the
interface friction, while sleeve friction strongly depends on probe-soil interface parameters. Relatively good
performance of cone modeling in this research is consistence with other studies conducted in laboratory (e.g., [2]).
Herein, the application of ALE method to the modeling of in-situ penetration test with geotechnical parameters
estimated in majority in laboratory has been demonstrated. Overestimation of the sleeve resistance in numerical
model suggests that the proper estimation of the soil interface behavior is crucial for the successful modeling and it
should be based on laboratory investigation rather than literature database.
The numerical modeling of CPT probing is a promising research technique. It can be used as a verification tool in
calibration tests where it can provide more detailed insight into the soil-structure behavior. However, the advantages
of ALE technique and its efficiency can be limited by hardware capabilities and computational time. Finally,
numerical CPT study may be extended to effective stress approach and pore water pressure measurement with
dissipation test as well. This may help the modeling techniques to be improved and verified by the application of
large deformation methods to the calibration of field tests.
Acknowledgements
Authors would like to thank General Directorate for National Roads and Motorways in Poland for providing field
and laboratory test data. The calculations were carried out at the Academic Computer Centre in GdaĔsk (CI TASK).
The research is supported by the National Centre for Research and Development grant PBS3/B2/18/2015.
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