Journal of the Korean Geotechnical Society (한국지반공학회논문집)

Korean Geotechnical Society (한국지반공학회)
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Numerical Simulation of Cone Penetration Tests in Sand Ground Using Critical State Mohr Coulomb Plasticity Model

한계상태 Mohr Coulomb 소성 모델을 활용한 콘관입시험의 수치적 모사

  • Woo, Sang Inn (Dept. of Civil and Environmental Engrg., Hannam Univ.) ;
  • Chung, Choong-Ki (Dept. of Civil and Environmental Engrg., Seoul National Univ.)
  • 우상인 (한남대학교 토목환경공학전공) ;
  • 정충기 (서울대학교 건설환경공학과)
  • Received : 2019.01.08
  • Accepted : 2019.01.24
  • Published : 2019.02.28
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Abstract

This study focuses on the numerical simulations of the cone penetration tests in a sand ground. The mechanical responses of sand were described using the modified Mohr Coulomb plasticity model based on the critical state soil mechanics. In the plasticity model, the dilatancy angle was not a constant, but a function of the distance to the critical state line from the current state of void ratio and mean effective stress. To simulate cone penetration tests numerically, this study relied on Lagrangian finite element method under the axisymmetric condition. To enable penetration of the cone penetrometer without tearing elements along the symmetric axis, the penetration guide concept was adopted in this study. The results of numerical simulations on the calibration chamber cone penetration tests had good agreement with the experimental results.

본 연구는 사질토 지반에서 수행되는 콘관입시험의 수치적 모사에 초점을 맞추고 있다. 지반은 한계상태 토질역학을 바탕으로 수정된 한계상태 Mohr Coulomb 소성 모델로 모사하였다. 한계상태 Mohr Coulomb 모델에서 팽창각은 상수가 아닌 현재상태와 한계상태 사이의 위상차의 함수로 표현된다. 수치적으로 콘관입시험은 대변위 해석을 요구하며, 이를 Lagrangian 유한요소법으로 해석하기 위해 관입 유도체 개념을 적용한 축대칭 조건 유한요소법을 이용하였다. 캘리브레이션 챔버에서 수행된 콘관입시험을 한계상태 Mohr Coulomb 모델을 이용하여 본 논문에서 제안된 유한 해석 기법을 적용한 결과, 실험 결과와 유사한 결과를 얻을 수 있었다.

Keywords

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Fig. 2. Geometry setting for the numerical simulation for the calibration chamber cone penetration tests

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Fig. 5. Distribution of horizontal displacement ux across the model ground of Case A (Left) and C (Right) at 5 sec of penetration

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Fig. 6. Distribution of horizontal displacement ux across the model ground of Case A (Left) and C (Right) at 10 sec of penetration

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Fig. 7. Distribution of horizontal displacement ux across the model ground of Case A (Left) and C (Right) at 20 sec of penetration

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Fig. 8. Distribution of horizontal displacement ux across the model ground of Case A (Left) and C (Right) at 30 sec of penetration

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Fig. 9. Distribution of vertical displacement uy across the model ground of Case A (Left) and C (Right) at 5 sec of penetration

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Fig. 10. Distribution of vertical displacement uy across the model ground of Case A (Left) and C (Right) at 10 sec of penetration

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Fig. 11. Distribution of vertical displacement uy across the model ground of Case A (Left) and C (Right) at 20 sec of penetration

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Fig. 12. Distribution of vertical displacement uy across the model ground of Case A (Left) and C (Right) at 30 sec of penetration

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Fig. 13. Distribution of the stress ratio M (=q/p' ) across the model ground of Case A (Left) and C (Right) at 5 sec of penetration

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Fig. 14. Distribution of the stress ratio M (=q/p' ) across the model ground of Case A (Left) and C (Right) at 10 sec of penetration

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Fig. 15. Distribution of the stress ratio M (=q/p' ) across the model ground of Case A (Left) and C (Right) at 20 sec of penetration

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Fig. 16. Distribution of the stress ratio M (=q/p' ) across the model ground of Case A (Left) and C (Right) at 30 sec of penetration

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Fig. 17. Cone resistance qc vs. penetration depth zp for (a) Case A, (b) Case B, (c) Case C, and (d) Case D; lines represents numerical results in this study and hollow symbols are experimental data for the calibration chamber tests from Salgado (1993)

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Fig. 1. Experimental data (hollow symbols) from Fukushima and Tatsuoka (1984) and corresponding simulation results (lines) for Toyoura sand under the isotropically-consolidated drained triaxial compression tests for various initial void ratio e0 and mean effective stress p'0

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Fig. 3. Progressive deformation of the mesh near the cone penetrometer in Case B at 27, 28, 29, and 30 sec of penetration

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Fig. 4. Progressive deformation of an element (which locates in the dot-lined circle in Fig. 3) at 27, 27.5, 28, 28.5, 29, 29.5, and 30 sec of penetration in Case B

Table 1. Experimental cases (Salgado 1993) numerically simulated in this study

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Table 2. Model parameters for Toyoura sand

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