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The evaluation of the initial shear modulus of selected cohesive soils

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Warianty tytułu
Języki publikacji
EN
Abstrakty
EN
The paper concerns the evaluation of the initial stiffness of selected cohesive soils based on laboratory tests. The research materials used in this study were clayey soils taken from the area of the road embankment No. WD-18, on the 464th km of the S2 express-way, Konotopa-Airport route, Warsaw. The initial stiffness is represented here by the shear modulus (Gmax) determined during resonant column tests. In the article, a number of literature empirical formulas for defining initial value of the shear modulus of soils being examined were adopted from the literature in order to analyze the data set. However, a large discrepancy between laboratory test results and the values of Gmax calculated from empirical relationships resulted in the rejection of these proposals. They are inaccurate and do not allow for an exact evaluation of soil stiffness for selected cohesive soils. Hence, the authors proposed their own empirical formula that enables the evaluation of the test soils’ Gmax in an easy and uncomplicated way. This unique formula describes mathematically the effect of certain soil parameters, namely mean effective stress ( p′) and void ratio (e), on the initial soil stiffness.
Rocznik
Strony
3--9
Opis fizyczny
Bibliogr. 13 poz., tab., rys.
Twórcy
autor
  • Faculty of Civil and Environmental Engineering, Water Centre – Laboratory
  • Department of Geotechnical Engineering, Warsaw University of Life Sciences – SGGW, ul. Nowoursynowska 159, 02-776 Warsaw, Poland
Bibliografia
  • [1] BURLAND J.B., “Small is beautiful” – the stiffness of soils at small strains, 9th Bjerrum Memorial Lecture, Canadian Geotechnical Journal, 1989, 26, 499–516, ISSN: 0008-3674.
  • [2] GABRYŚ K., Charakterystyki odkształceniowe wybranych gruntów spoistych, (in Polish), Deformation characteristics of selected cohesive soils, Doctoral thesis, Warsaw University of Life Sciences, Faculty of Civil and Environmental Engineering, 2014.
  • [3] GDS Resonant Column (2010), The GDS Resonant Column System Handbook, version 2.2.2010, from http://www.gdsinstruments.com
  • [4] GRYCZMAŃSKI M., State of the art in modelling of soil behaviour at small strains, Architecture Civil Engineering Environment, The Silesian University of Technology, 1/2009, 61–77.
  • [5] HARDIN B.O., BLACK W.L., Sand stiffness under various triaxial stresses. Journal of Soil Mechanics and Foundation Division, ASCE, 1966, 92(2), 667–692.
  • [6] HARDIN B.O., DRNEVICH V.P., Shear Modulus and Damping in Soils: Design Equations and Curves, Journal of the Soil Mechanics and Foundations Division, ASCE, 1972, 98(7), 667–692.
  • [7] KOKUSHO T., Cyclic triaxial test of dynamic soil properties for wide strain range, Soils and Foundations, JSSMFE, 1980, 20(2), 45–60.
  • [8] KRIEGEL H.J., WEISNER, H.H., Problems of stress–strain conditions in subsoil, Proceedings of 8th Int. Conf. on Soil Mechanics and Foundation Engineering, 1973, 1(3), 133–141, Moscow, Russia.
  • [9] LOWE J., JOHNSON T.C., Use of back pressure to increase degree of saturation in triaxial test specimens, ASCE Conf. on Shear Strength Cohesive Soils, Boulder, Colorado, USA, 1960, 819–836.
  • [10] PN-EN ISO 14688-1:2006 Badania geotechniczne. Oznaczanie i klasyfikowanie gruntów. Część I: Oznaczanie i opis, (in Polish), Eurocode 7 – Geotechnical design – Part 1. General rules.
  • [11] SAS W., GABRYŚ K. Laboratory measurement of shear stiffness in resonant column apparatus, ACTA Scientiarium Polonorum, series Architectura, 2012, 11(4), 29–39.
  • [12] SEED H., BOLTON M.D., IDRISS I.M., Soil Moduli and Damping Factors for Dynamic Response Analysis, Earthquake Engineering Research Centre, University of California, Berkeley, 1970, (Report No. EERC 70-10).
  • [13] VIGGIANI G., ATKINSON J.H., Stiffness of fine-grained soils at very small strains, Géotechnique, 1995, 45(2), 249–265. DOI: 10.1680/geot.1995.45.2.249.
Typ dokumentu
Bibliografia
Identyfikator YADDA
bwmeta1.element.baztech-32045a40-959c-4a22-8df8-e3082965df7e
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