| Peer-Reviewed

Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils

Received: 1 April 2022     Accepted: 22 April 2022     Published: 26 May 2022
Views:       Downloads:
Abstract

In this paper, we propose a method for the direct determination of the Young's modulus of soils from the Standard Penetration Test by performing back-calculations iteratively knowing the reference sinkage which is 30 cm. We modeled the Standard Penetration Test taking into account the experimental protocol in the field and the typical Impulsive load subjected in the soils mass. Numerical simulations have been carried out using the Finite Element calculation code Cast3M in 2-D axisymmetric. For all the calculations, the Poisson's ratio was taken as equal to 0.3 for the soil and a unit weight of all the soils set at 17 kN/m3. The influence of the drilling diameter was taken into account, with two modeled pre-drilling diameters, 65 and 200 mm. From these dynamic calculations at small time steps, carried out in a semi-infinite soil mass without natural water content, it appears that the Young's modulus of the soils determined by our method, strongly depends on the number of blows at the SPT of the test depth and the diameter of the borehole. Tables, charts for practical use and a direct relationship for determining the Young's modulus of soils subjected by SPT by this method have been established and proposed in this paper funtion of the number of blows at the SPT.

Published in American Journal of Civil Engineering (Volume 10, Issue 3)
DOI 10.11648/j.ajce.20221003.12
Page(s) 88-108
Creative Commons

This is an Open Access article, distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution and reproduction in any medium or format, provided the original work is properly cited.

Copyright

Copyright © The Author(s), 2022. Published by Science Publishing Group

Keywords

Soil Mass, Standard Penetration Test, Impulsive Load, Numerical Siimulation, Young’s Modulus

References
[1] Cast3M© (2020). Cast3M is a research FEM environment; its development is sponsored by the French Atomic Energy Commission, see web site: http://www-cast3m.cea.fr/.
[2] Vesic (1961). Bending of beams resting on isotropic elastic solid. JSMFD, ASCE, vol. 87.
[3] Gazetas G. (1991). Formulas and charts for impedances of surface and embedded foundations.
[4] CFMS, (2011). Recommandations sur la conception, le calcul, l’exécution et le contrôle des fondations d’éoliennes, 113p.
[5] Eskandari M, Shodja H, M, Ahmadi S, F, (2013). Lateral translation of an inextensible circular membrane embedded in a transversely isotropic half-space, European Journal of Mechanics, Vol. 1, pp. 134-143.
[6] Ahmadi S, F, Eskandari M, (2014a) Rocking Rotation of a Rigid Disk Embedded in a Transversely Isotropic Half-Space. Civil Engineering Infrastructures Journal, Vol. 1, pp. 125-138.
[7] Ahmadi S, F, Eskandari M. (2014b) Vibration Analysis of a Rigid Circular Disk Embedded in a Transversely Isotropic Solid. Journal of Engineering Mechanics, Vol. 140, pp. 1-13.
[8] Zoa Ambassa, Amba J, C, (2018). A new Calculation Method for the Bearing Capacity of Shallow Foundations from the Shear Waves Velocity. International Journal of Civil Engineering and Technology, vol. 9 (5), pp. 83-94.
[9] Amar S. Jézéquel J-F. (2000). Propriétés mécaniques des sols déterminées en place. Technique de l’ingénieur, traité Construction, document C 220-1, 25 p.
[10] Youd T., L., Idriss I, M. (2001). Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental Engineering, vol. 127, N°4, pp. 297-313.
[11] Das, B. M. (2016). Principles of soil Dynamics, 3rd ed.; California State University: Sacramento, 2016.
[12] Terzaghi K., Peck R, B, (1967). Soil Mechanics in Engineering Practice. 2nd edition John Viley and Sons, 729 p.
[13] Schmertmann J., H. (1975). Measurement of in situ Shear Strength, Proceeding, Specialty Conference on in situ Measurement of Soil Properties, ASCE, Vol. 96, N°. SM3, pp. 1011-1043.
[14] Schmertmann J, H. (1978). Guidelines for Cone Penetration Test, Performance and design, U.S. Department of Transportation, report N°. FHWA-TS-78-209, Washington D.C.
[15] Wolft T., F. (1989). Pile Capacity Prediction Using Parameter Functions, in Predicted and Observed Axial Behavior of Piles, Results of a Pile prediction Sympsium, Sponsored by Geotechnical Engineering Division, ASCE, Evaston, III, June 1989, ASCE, Geotechnical Special Publication N°. 23, pp. 96-106.
[16] Dikmen U. (2009). Statistical correlations of shear wave velocity and penetration resistance for soils, Journal of Geophysics and Engineering, vol. 6, pp. 61–72.
[17] Hettiarachi H, Brown T. (2009). Use of the SPT blow counts to estimate shear strength properties of soils: energy balance approach, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 135, pp. 830-834.
[18] Bowles J, E. (1987). Elastic Foundation Settlement on Sand Deposits. Journal of Geotechnical Engineering, ASCE, Vol. 113, N°.8, pp. 846-860.
[19] Kérisel J., Caquot A, (1956). Traité de mécanique des sols. Gauthiers-Villars éditeur, p. 129.
[20] Combarieu O. (2006). L’usage des modules de déformation en géotechnique. Revue Française de Géotechnique, Vol. 114, p. 3-32.
[21] Philipponnat G. Hubert G. (2002). Fondations et ouvrages en terre. Eyrolles, Paris, 548 p.
[22] Plaxis© (2018). Finite Element Code for Soil and Rock Analyses. Material Models Manual, v. 8, 218p.
[23] Broutin M. (2010). Assessment of flexible airfield pavements using Heavy Weight Deflectometers, Doctor of Philosophy, ENPC, Paris, France, 370p.
[24] Picoux B., EL Ayadi A., Petit C. (2009). Dynamic response of flexible pavement submitted by impulsive loading, International Journal Soil Dynamics and Earthquake Engineering, N°29, pp. 845-854.
[25] DGAC–STBA-STAC. (2014). Auscultation des chaussées souples aéronautiques au HWD: Guide technique. Service Technque de l’Aviation Civile francaise, fevrier 2014, 86p.
[26] Zoa Ambassa, Amba J., C. (2017). Apport du FWD pour l’analyse dynamique et l’évaluation structurelle des chaussées souples. Journal Afrique science, vol. 13 (1), pp. 52-62.
[27] Bouafia Ali (2018). Mécanique des sols. Problèmes résolus. OPU, P. 651.
[28] Boussinesq J. (1885). Application des potentiels à l’étude de l’équilibre et du mouvement des solides Elastiques, Gauthiers-Villars, Paris.
[29] Baguelin F, Jezequel J, F, Shields D, H. (1978). The presuremeter and foundation engineering. Trans Tech Publications, Clausthal, FRG, 617p.
[30] Baud J. P., Gambin M. (2013). Détermination du coefficient rhéologique α de Ménard dans le diagramme Pressiorama. Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013, pp. 487-490.
[31] British Standards Institution (2012). Geotechnical investigation and testing – field testing. Menard pressure meter test. London, BSI. BS EN ISO 22476-4: 2012.
[32] EN ISO 22476-1. (2013). Geotechnical investigation and testing- Field testing. Part 1: Electrical cone and piezocone penetration test.
[33] Robertson, P. K. (2009). Interpretation of Cone Penetration Test-a unified approach. Canadian Geotechnical Journal, N°. 46, pp. 1337-1355.
[34] Robertson, P. K., Cabal K. L. (2014). Guide to Cone Penetration Testing for Geotechnical Engineering. Gregg Drilling & Testing, Inc, USA, 6th edition, 133p.
[35] Sanglerat G. (1972). The penetrometer and Soil Exploration, Elsevier Publishing Company, Amsterdam, 464 p.
[36] Burland J, B, Burbidge M, C. (1985). Settlement of foundations on sand and gravel. Proceedings ICE.
[37] Strout L. (1989). The Standard Penetration Test - Application and Interpretation.
[38] Skempton A-W., MacDonald D-H. (1956). Allowable settlement of building. Proc. Instn Civ. Engrs, Part 3: 5, pp. 727-768.
[39] Ricceri G., Soranzo M. (1985). An analysis of allowable settlements of structures. Rivista Italiana di Geotechnica, vol. 19, p. 177.
[40] Sneddon Ian N. (1947). Boussinesq’s problem for a rigid cone. The Department of Natural Philosophy, The University of Glasgow, pp. 492-507.
[41] Fox E. N. (1948). The mean elastic settlement of a uniformly loaded area at a depth below the groung surface. Proceedings, 2nd International Conference on Soil Mechanics and Foundation Engineering, Rotterdam, vol. pp. 129-132.
[42] Giroud J, P. (1972). Mécanique des sols. Tables pour le calcul des fondations. Tome 1 (Tassement), Dunod, 360 p.
[43] Winterkorn H. F., Fang H. Y. (1975). Foundation Engineering Handbook, van Nostrand Reinhold Company.
[44] PHRI-TSPHF (1980). Technical Standards for Port and Harbour Facilities in Japan: Bearing capacity of pile foundations, pp. 123-136.
[45] Mayne P. W., Poulos Harry G. (1999). Approximate Displacement Influence Factors for Elastic Shallow Foundations. Journal of Geotechnical and Geoenvironmental Engineering, Vol. 125. N°6, June 1999, pp. 453-460.
[46] Fellenius Bengt H. (2006). Basics of Foundation Design. Calgary, Alberta, Canada.
[47] Sokolovskij V. V. 1960b. Statics of soil media. Translated from the second Russian edition (1954) by D. H. Jones and A. N. Schofield, Butterworths, London, 237 p.
[48] Schmitt, P. (1995). Estimating the coefficient of subgrade rection for diaphragm wall and sheet pile wall design, in French. Revue Française de Géotechnique, N° 71, 2è trimestre 1995, pp. 3-10.
[49] AFNOR EC7 (2014). Calcul géotechnique - Ouvrages de soutènement - Ecrans, norme NF P 282.
Cite This Article
  • APA Style

    Zoa Ambassa, Amba Jean Chills. (2022). Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils. American Journal of Civil Engineering, 10(3), 88-108. https://doi.org/10.11648/j.ajce.20221003.12

    Copy | Download

    ACS Style

    Zoa Ambassa; Amba Jean Chills. Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils. Am. J. Civ. Eng. 2022, 10(3), 88-108. doi: 10.11648/j.ajce.20221003.12

    Copy | Download

    AMA Style

    Zoa Ambassa, Amba Jean Chills. Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils. Am J Civ Eng. 2022;10(3):88-108. doi: 10.11648/j.ajce.20221003.12

    Copy | Download

  • @article{10.11648/j.ajce.20221003.12,
      author = {Zoa Ambassa and Amba Jean Chills},
      title = {Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils},
      journal = {American Journal of Civil Engineering},
      volume = {10},
      number = {3},
      pages = {88-108},
      doi = {10.11648/j.ajce.20221003.12},
      url = {https://doi.org/10.11648/j.ajce.20221003.12},
      eprint = {https://article.sciencepublishinggroup.com/pdf/10.11648.j.ajce.20221003.12},
      abstract = {In this paper, we propose a method for the direct determination of the Young's modulus of soils from the Standard Penetration Test by performing back-calculations iteratively knowing the reference sinkage which is 30 cm. We modeled the Standard Penetration Test taking into account the experimental protocol in the field and the typical Impulsive load subjected in the soils mass. Numerical simulations have been carried out using the Finite Element calculation code Cast3M in 2-D axisymmetric. For all the calculations, the Poisson's ratio was taken as equal to 0.3 for the soil and a unit weight of all the soils set at 17 kN/m3. The influence of the drilling diameter was taken into account, with two modeled pre-drilling diameters, 65 and 200 mm. From these dynamic calculations at small time steps, carried out in a semi-infinite soil mass without natural water content, it appears that the Young's modulus of the soils determined by our method, strongly depends on the number of blows at the SPT of the test depth and the diameter of the borehole. Tables, charts for practical use and a direct relationship for determining the Young's modulus of soils subjected by SPT by this method have been established and proposed in this paper funtion of the number of blows at the SPT.},
     year = {2022}
    }
    

    Copy | Download

  • TY  - JOUR
    T1  - Numerical Finite Element Analysis of the Soil Mass Subjected to the Impulsive Load of a Standard Penetration Test (SPT): Assessment of Young’s Modulus of Soils
    AU  - Zoa Ambassa
    AU  - Amba Jean Chills
    Y1  - 2022/05/26
    PY  - 2022
    N1  - https://doi.org/10.11648/j.ajce.20221003.12
    DO  - 10.11648/j.ajce.20221003.12
    T2  - American Journal of Civil Engineering
    JF  - American Journal of Civil Engineering
    JO  - American Journal of Civil Engineering
    SP  - 88
    EP  - 108
    PB  - Science Publishing Group
    SN  - 2330-8737
    UR  - https://doi.org/10.11648/j.ajce.20221003.12
    AB  - In this paper, we propose a method for the direct determination of the Young's modulus of soils from the Standard Penetration Test by performing back-calculations iteratively knowing the reference sinkage which is 30 cm. We modeled the Standard Penetration Test taking into account the experimental protocol in the field and the typical Impulsive load subjected in the soils mass. Numerical simulations have been carried out using the Finite Element calculation code Cast3M in 2-D axisymmetric. For all the calculations, the Poisson's ratio was taken as equal to 0.3 for the soil and a unit weight of all the soils set at 17 kN/m3. The influence of the drilling diameter was taken into account, with two modeled pre-drilling diameters, 65 and 200 mm. From these dynamic calculations at small time steps, carried out in a semi-infinite soil mass without natural water content, it appears that the Young's modulus of the soils determined by our method, strongly depends on the number of blows at the SPT of the test depth and the diameter of the borehole. Tables, charts for practical use and a direct relationship for determining the Young's modulus of soils subjected by SPT by this method have been established and proposed in this paper funtion of the number of blows at the SPT.
    VL  - 10
    IS  - 3
    ER  - 

    Copy | Download

Author Information
  • Laboratory of Research E3M, Department of Civil Engineering, National Higher Polytechnic School of Douala, University of Douala, Douala, Cameroon

  • Laboratory of Research E3M, Department of Civil Engineering, National Higher Polytechnic School of Douala, University of Douala, Douala, Cameroon

  • Sections