Numerical investigations of work of driven pile on claystones

Vestnik MGSU 2/2019 Volume 14
  • Sychkina Evgeniya N. - Perm National Research Polytechnic University (PNRPU) Candidate of Technical Sciences, Associate Professor of the Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Antipov Vadim V. - Perm National Research Polytechnic University (PNRPU) postgraduate student of Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Ofrikhter Yan V. - Perm National Research Polytechnic University (PNRPU) postgraduate student of Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.

Pages 188-198

Introduction. Reviewed the features of the work of the pile on Permian claystones with the help of numerical and field experiments, analytical calculations. Materials and methods. Numerical modeling was performed in the Plaxis 3D and Midas GTS NX software packages. Full-scale tests of driven piles are made in accordance with the requirements of GOST 20276-2012. The obtained results are compared with the results of analytical calculations according to SP 24.13330.2011. Results. The scientific novelty of the investigation consists in a comparative analysis of the results of numerical modeling of the interaction of a driving pile with claystones with the results of field tests and analytical calculations. Finite element analysis in software package Plaxis 3D using Hardening Soil model shows higher values of settlement (up to 6 times) in relation to stabilized settlement of full-scale pile tests. Calculations in the software package Midas GTS NX showed overestimated values of pile settlements in relation to full-scale pile tests (13-24 times). Analytical calculations in accordance with SP 24.13330.2011 also showed overestimated (up to 3 times) values of the maximum pile settlement in relation to the stabilized settlement during full-scale pile tests. Conclusions. The calculations by the finite element method in the package Plaxis 3D and Midas GTS NX, by the analytical method according to SP 24.13330.2011, show overestimated values of settlement in relation to the stabilized settlement of piles on claystones. Using the Linear-Elastic model for claystones in numerical calculations in Plaxis 3D provides a value close to the settlement of full-scale pile. However, the use of this model is not fully justified for claystones due to the presence of residual deformations and the nonlinear character of pile settlement during loading. Necessary to correct the existing numerical and analytical methods for calculating pile foundations on claystones. It is necessary to continue the work on the further generalization of the experience of arranging piles on weathered claystones in order to evaluate the long-term work of not only a single pile, but also a pile foundation.

DOI: 10.22227/1997-0935.2019.2.188-198

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FORECASTING PILE SETTLEMENT ON CLAYSTONE USING NUMERICAL AND ANALYTICAL METHODS

Vestnik MGSU 6/2016
  • Ponomarev Andrey Budimirovich - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, chair, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Sychkina Evgeniya Nikolaevna - Perm National Research Polytechnic University (PNRPU) Candodate of Technical Sciences, Associate Professor, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volgareva Nadezhda Leonidovna - Perm National Research Polytechnic University (PNRPU) Master student, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 34-45

In the article the problem of designing pile foundations on claystones is reviewed. The purpose of this paper is comparative analysis of the analytical and numerical methods for forecasting the settlement of piles on claystones. The following tasks were solved during the study: 1) The existing researches of pile settlement are analyzed; 2) The characteristics of experimental studies and the parameters for numerical modeling are presented, methods of field research of single piles’ operation are described; 3) Calculation of single pile settlement is performed using numerical methods in the software package Plaxis 2D and analytical method according to the requirements SP 24.13330.2011; 4) Experimental data is compared with the results of analytical and numerical calculations; 5) Basing on these results recommendations for forecasting pile settlement on claystone are presented. Much attention is paid to the calculation of pile settlement considering the impacted areas in ground space beside pile and the comparison with the results of field experiments. Basing on the obtained results, for the prediction of settlement of single pile on claystone the authors recommend using the analytical method considered in SP 24.13330.2011 with account for the impacted areas in ground space beside driven pile. In the case of forecasting the settlement of single pile on claystone by numerical methods in Plaxis 2D the authors recommend using the Hardening Soil model considering the impacted areas in ground space beside the driven pile. The analyses of the results and calculations are presented for examination and verification; therefore it is necessary to continue the research work of deep foundation at another experimental sites to improve the reliability of the calculation of pile foundation settlement. The work is of great interest for geotechnical engineers engaged in research, design and construction of pile foundations.

DOI: 10.22227/1997-0935.2016.6.34-45

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EXPERIMENTAL FIELD investigations OF DEFORMABILITY of claystones and sandstones

Vestnik MGSU 6/2018 Volume 13
  • Ponomarev Andrey Budimirovicn - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, Head of the Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Sychkina Evgeniya Nikolaevna - Perm National Research Polytechnic University (PNRPU) Candidate of Technical Sciences, Associate Professor, Department of the Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.

Pages 756-767

Subject: the “load”-“deformation” dependence and phases of the stress-strain state of claystones and sandstones. Research objectives: perform stamp and pressuremeter tests, analyze results of field tests and create recommendations for the design and calculation of foundations on claystones and sandstones. Materials and methods: in this article the field methods of testing of claystones and sandstones are considered. Stamp and pressuremeter tests were performed, the “load - settlement” dependence was obtained and phases of the stress-state for claystone and sandstone were identified. The design strength of the soil for the drill pile buried in claystones and sandstones by more than 0.5 m was determined. Results of field tests are processed by mathematical statistics methods in accordance with GOST 20522-2012. The obtained results are analyzed and compared with the previous results of tests on foundations. Results: the scientific novelty of this work consists in revealing the regularities in the formation of the stress-strain state in claystones and sandstones under the action of the load in various directions. The deformation mode and development of phases of the stress-strain state in claystones and sandstones differ significantly from modern clays and sands. In 58 % of the stamp tests, the loss of the bearing capacity of the base, composed of claystones and sandstones, was observed only after reaching the load of 3.0 MPa. In 19 % of the stamp tests, the deformations sharply increased already at the load level of 0.6…2.2 MPa, which is characteristic of less stable varieties of claystones and sandstones. In 23 % of the experiments, the vertical deformations of sandstones and claystones had a linear character for the entire “load”-“settlement” graph and the phase of soil bearing capacity loss was not achieved. A similar picture was observed when performing pressuremeter tests: the phase of bearing capacity loss was not achieved for claystones at a maximum horizontal pressure of 0.85 MPa and for sandstones - at a maximum horizontal pressure of 1.0 MPa, and the deformations of the soil were predominantly linear, which is typical for compaction phase and phase of local shears. Conclusions: claystones and sandstones have high values of design strength and can be a reliable low-compressible base for buildings and constructions with loads from 0.2 to 0.3 MPa. Calculations can be made using the theory of a linearly deformed soil when designing the foundations of buildings and constructions on claystones and sandstones. However, it should be taken into account that this observation is valid for one-time loading, since claystones and sandstones have residual deformations associated with the destruction of cementation bonds between soil particles. It is rational to use in calculations of foundations on claystones and sandstones the values of the strength parameters of the soil obtained in laboratory or field tests with soaking, taking into account the possible deterioration of the properties of these soils.

DOI: 10.22227/1997-0935.2018.6.756-767

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