Influence of loading history and boundary conditions on parameters of soil constitutive models

• Autorzy: Kowalska M.
• Języki publikacji: EN

Abstrakty

EN

Parameters of soil constitutive models are not constant. This mainly concerns the strain parameters. What influences their values is not only soil type, structure and consistency, but also the history of stress and strain states. So, it is the question of the current state but also of what happened to the subsoil in the past (regarding geological and anthropological activity) and what impact would have the planned soil-structure interaction. This paper presents an overview of the literature showing how much the soil constitutive model parameters depend on loading and boundary conditions of a particular geotechnical problem. Model calibration methods are shortly described with special attention paid to the author's "Loading Path Method", which allows estimation of optimum parameter values of any soil constitutive model. An example of the use of this method to estimate strain parameters E and ? of Coulomb-Mohr elastic perfectly plastic model is given.

Słowa kluczowe

EN

soil constitutive models; soils; model calibration; loading path method

PL

konstytutywne modele; gleby; parametry gleby; obciążenie; metoda ścieżek obciążenia; metody kalibracji

• Wydawca: De Gruyter
• Czasopismo: Studia Geotechnica et Mechanica
• Rocznik: 2012
• Tom: Vol. 34, nr 1
• Strony: 15--33
• Opis fizyczny: Bibliogr. 83 poz., tab., rys., wykr.

Twórcy

autor

Kowalska M.

• Silesian University of Technology, Faculty of Civil Engineering, Department of Geotechnics, Gliwice.

Bibliografia

• [1] AL-TABBAA A., MUIR WOOD D., An experimentally based ‘bubble’ model for clay, Numerical Methods in Geomechanics NUMOG III (eds. S. Pietruszczak and G.N. Pande), Elsevier Applied Science, London, 1989, 91–99.
• [2] AL-TABBAA A., Permeability and stress-strain response of speswhite kaolin, PhD thesis, University of Cambridge, 1987.
• [3] ATKINSON J.H., RICHARDSON D., STALLEBRASS S.E., Effect of recent stress history on the stiffness of overconsolidated soil, Geotechnique, 40, No. 4, 1990, 531–540.
• [4] ATKINSON J.H., The deformation of undisturbed London Clay, PhD thesis, University of London, 1973.
• [5] BJERRUM L., LO K.Y., Effect of aging on the shear-strength properties of a normally consolidated clay, Geotechnique, 13, No. 2, 1963, 147–157.
• [6] BOUAZZA A., VAN IMPE W.F., HAEGEMAN W., Some mechanical properties of reconstituted Boom clay, Geotechnical and Geological Engineering, 14, 1996, 341–352.
• [7] BURLAND J.B., On the compressibility and shear strength of natural clays, Geotechnique, 40, No. 3, 1990, 329–378.
• [8] BURLAND J.B., Ninth Laurits Bjerrum Memorial Lecture: “Small is beautiful” – the stiffness of soils at small strains, Canadian Geotechnical Journal, 26, 1989, 499–516.
• [9] BUTTERFIELD R., A natural compression law for soils (an advance on e-log p′), Geotechnique, 29, 1979, 469–480.
• [10] CHU J., GAN C.L., Effect of void ratio on K0 of loose sand, Geotechnique, 54(4), 2004, 285–288.
• [11] COOP M.R., ATKINSON J.H., TAYLOR R.N., Strength and stiffness of structured and unstructured soils, Proceedings of the 11th European Conference on Soil Mechanics and Foundation Engineering, Danish Geotechnical Society, Bulletin 11, Copenhagen 1995, Vol. 1, 55–62.
• [12] COTECCHIA F., CHANDLER R.J., The influence of structure on the pre-failure behaviour of a natural clay, Geotechnique, 47, No. 3, 1997, 523–544.
• [13] COTECCHIA F., The effects of structure on the properties of an Italian Pleistogene clay, PhD thesis, University of London, 1996.
• [14] COULOMB C.A., Essai sur une application des regeles de maximis & minimis a quelques problemes de statique relatifs a l’architecture, Mem. de Math. et de Phys., presentes a l’Acad. Roy. des Sci., 7, Paris, 1773, 343–382.
• [15] DAFALIAS Y.F., HERRMANN L.R., A generalized bounding surface constitutive model for clays, Application of Plasticity and Generalized Stress-Strain in Geotechnical Engineering, eds. R.N. Yong and E.T. Selig (Proc. of the Symposium on Limit Equilibrium, Plasticity and Generalized StressStation Applications in Geotechnical Engineering), ASCE, 1982, 78–95.
• [16] DESAI C.S., Nonlinear analyses using spline functions, J. Soil Mech. Found., ASCE, 97, SM10, 1971, 1461–1480.
• [17] DRESCHER A., BOJANOWSKI W., On the influence of stress path upon the mechanical properties of granular material, Arch. Inż. Ląd., 14, 3, 1968, 351–369.
• [18] DUNCAN J.M., CHANG C., Nonlinear analysis of stress and strain in soils, J. Soil Mech. Found., ASCE, 96, SM5, 1970, 1629–1653.
• [19] GENS A., A state boundary surface for soils not obeying Rendulic’s principle, Proc. 11th Int. Conf. on SMFE, San Francisco, Vol. 2, 1986, 473–476.
• [20] GIBSON R.E., Some results concerning displacements and stresses in non-homogenous elastic halfspace, Geotechnique, 17, No. 1, 1967, 58–67.
• [21] GRAHAM J., NOONAN M.L., LEW K.V., Yield states and stress-strain relationships in a natural plastic clay, Can. Geotech. J., 20, 1983, 502–516.
• [22] GRYCZMAŃSKI M., JASTRZĘBSKA M., STERNIK K., One surface elastoplastic model of clay with strongly nonlinear anisotropc hardening – calibration and numerical implementation (in Polish), report: BK-254/RB-7/98, 1998, Silesian University of Technology, Gliwice.
• [23] GRYCZMAŃSKI M., KOWALSKA M., Evaluation of geotechnical parameters in modern laboratory tests accounting for loading paths, Studia Geotechnica et Mechanica, Vol. 29, No. 1–2, 2007, 47–54.
• [24] GRYCZMAŃSKI M., On calibration of soil constitutive models (in Polish), Zeszyty Naukowe Politechniki Śląskiej. Budownictwo, z. 80, 1995, 37–52.
• [25] GRYCZMAŃSKI M., State of the art in modeling of soil behavior at small strains, Architecture Civil Engineering Environment, Vol. 2, No. 1, 2009, 61–80.
• [26] GRYCZMAŃSKI M., Introduction to description of elastoplastic models of soil (in Polish), Studia z Zakresu Inżynierii, nr 40, PAN, Warszawa, 1995.
• [27] HARDIN B.O., DRNEVICH V.P., Shear modulus and damping in soils: measurement and parameter effects, Journal of Soil Mechanics and Foundations Div. ASCE, Vol. 98, No. SM6, 1972, 603–623.
• [28] HARDIN B.O., The nature of stress-strain behavior for soils, Proc. ASCE Geotechnical Division Specialty Conference on Earthquake Engineering and Soil Dynamics, Pasadena, 1978, 1, 3–90.
• [29] HENKEL D.J., SOWA V., The influence of stress history on the stress paths followed in undrained triaxial tests, Proc. ASTM Symp. Shear Testing of Soils, Ottawa, 1963, 280–291.
• [30] JAMIOLKOWSKI M., LO PRESTI D.C.F., PALLARA O., Role of in-situ testing in geotechnical earthquake engineering, 3rd Int. Conf. on Recent Advances in Geotech. Earthquake Engng. and Soil Dynamics, 1995, State-of-the-Art Report, 7.3, 1523–1546.
• [31] JARDINE R.J., FOURIE A.B., MASWOSWE J., BURLAND J.B., Field and laboratory measurements of soil stiffness, Proc. 11th International Conference on Soil Mechanics and Foundation Engineering. San Francisco, Vol. 2, 1985, 511–514.
• [32] JARDINE R.J., POTTS D.M., FOURIE A.B., BURLAND J.B., Studies on the influence of non-linear stress-strain characteristics in soil-structure interaction, Geotechnique, 36, 1986, 377–396.
• [33] JARDINE R.J., SYMES M.J., BURLAND J.B., The measurement of soil stiffness in the triaxial apparatus, Geotechnique, 34, No. 3, 1984, 323–340.
• [34] JARDINE R.J., Some observations on the kinematic nature of soil stiffness, Soils and Foundations, 1992, Vol. 32, No. 2, Japanese Society of Soil Mechanics and Foundation Engineering, 111–124.
• [35] JASTRZĘBSKA M., Investigations of the behaviour of cohesive soils subjected to cyclic loads in the range of small deformations (in Polish), Monograph. Zeszyty Naukowe Politechniki Śląskiej, Wydawnictwo Politechniki Śląskiej, Gliwice, 2010.
• [36] JEFFERIES M.G., SHUTTLE D.A., Dilatancy In general Cambridge-type models, Geotechnique, 52(9), 2002, 625–638.
• [37] KAMEGAI Y., Deformation characteristics of sands by plane strain compression tests, Master of Engineering Thesis, University of Tokyo, 1994 (in Japanese).
• [38] KAWAGUCHI T., MITACHI T., SHIBUYA S., Drained and undrained elastic moduli of reconstituted clay, Proc. International Conference on Soil Mechanics and Geotechnical Engineering (16ICSMGE), Osaka, 2005.
• [39] KOWALSKA M., GRYCZMAŃSKI M., Role of the stress path method in the contemporary investigation for civil engineering purposes (in Polish), Zeszyty Naukowe Politechniki Białostockiej, Budownictwo, z. 28, t. 2, Białystok, 2006, 163–172.
• [40] KOWALSKA M., Calibration of Modified Cam Clay Model with use of Loading Path Method and Genetic Algorithms, Proc. XVIII European Young Geotech. Eng. Conference, Ancona (Italy), 2007.
• [41] KOWALSKA M., Parametric identification of soil models in geotechnical problems (in Polish), PhD thesis, Silesian University of Technology, Gliwice, 2009.
• [42] KOWALSKA M., Calibration of soil models with stress path method (in Polish), Zeszyty Naukowe Politechniki Śląskiej, nr 1695, Wydawnictwo Politechniki Śląskiej, Gliwice, 2005, 195–202.
• [43] KOWALSKA M., Various aspects of parameters in geotechnics, Architecture Civil Engineering Environment, Vol. 3, No. 1, Gliwice 2010, 47–52.
• [44] LADD C.C., Stress-strain modulus of clay in undrained shear, Journal of Soil Mechanics and Foundations Division. Proc. of ASCE, Vol. 90. No. SM5, 1964, 103–132.
• [45] LADE P.V., DUNCAN J.M., Stress path dependent behaviour of cohesionless soil, J. Geotech. Eng., ASCE, 102, GT1, 1976, 51–68.
• [46] LAMBE T.W., Methods of estimating settlement, Journal of Soil Mechanics and Foundations Division, Proc. of ASCE, Vol. 90. No. SM5, 1964, 43–67.
• [47] LELIEVRE B., WANG B., Discussion on stress-probe experiments on saturated normally consolidated clay, Geotechnique, 20, No. 1, 1970, 38–56.
• [48] LEROUEIL S., VAUGHAN P.R., The general and congruent effects of structure in natural soils and weak rocks, Geotechnique, 40, No. 3, 1990, 467–488.
• [49] LEWIN P.I., BURLAND J.B., Stress-probe experiments on saturated normally consolidated clay, Geotechnique, 20, 1970, 461–463.
• [50] MACCARINI M., A comparison of direct shear box tests with triaxial compression tests for a residual soil, Geotechnical and Geological Engineering, 11, 1993, 69–80.
• [51] MC DOWELL G.R., HAU K.W., A simple non-associated three surface kinematic hardening model, Géotechnique, 53(4), 2003, 433–437.
• [52] MITCHELL J.K., SOGA K., Fundamentals of Soil Behaviour, 3rd ed., John Wiley & Sons, New Jersey, 2005.
• [53] MŁYNAREK Z., GOGOLIK S., GRYCZMAŃSKI M., ULINIARZ R., Settlement analysis of a cylindrical tank based on CPTU and SDMT results, Proceedings of the 4th International Conference on Geotechnical and Geophysical Site Characterization (ISC-4), Porto de Galinhas, Brasil, 18–21 September 2012.
• [54] MŁYNAREK Z., WIERZBICKI J., LONG M., Factors affecting CPTU and DMT characteristics in organic soils, Proc. of XIth Baltic Sea Geotechnical Conference, Vol. 1, Gdańsk, 2008, 407–417.
• [55] MOHR O., Welche Umstände bedingen die Elastizitätsgrenze und den Bruch eines Materiales? Zeitschrift des Vereines Deutscher Ingenieure, 44, 1900, 1–12.
• [56] MOROTO N., Shearing deformation of granular materials such as sand, Report, Department of Civil Engineering, Hachinohe Institute of Technology, Hachinohe, Aomori, Japan, 1980.
• [57] MOXHAY A.L., TINSLEY R.D., SUTTON J.A., Monitoring of soil stiffness during ground improvement using seismic surface waves, 2001, http://www.surfacewavesurveys.co.uk/downloads/GrdEngArticle.pdf (February 2012).
• [58] MUIR WOOD D., Soil behaviour and critical state soil mechanics, Cambridge, Cambridge University Press, 1990.
• [59] NEWLAND P.L., An Experimental Study of the Stress Strain Characteristics of a “Wet” Clay and Their Relevance to Settlement Analysis, Technical Report No. 15, Commonwealth Scientific and Industrial Research Organization, Melbourne, Australia, 1970.
• [60] PN-81/B-03020 Building soils. Foundation bases. Static calculation and design.
• [61] POWER P.T., The use of electric cone penetrometer in the determination of the engineering properties of chalk, Proc. 2nd European Symposium on Penetration Testing, ESOPT-II, Amsterdam, Balkema Pub., Rotterdam, 2, 1982, 769–774.
• [62] PUZRIN A.M., BURLAND J.B., Non-linear model of small-strain behaviour of soils, Geotechnique, 48, 1998, 217–233.
• [63] RENDULIC L., Relationship Between Void Ratio and Effective Principal Stresses for a Remolded Silty Clay, Proc. of 1st International Conference on Soil Mechanics and Foundation Engineering, Cambridge, Mass., Vol. 3, 1936, 48–51.
• [64] ROSCOE K.H., BURLAND J.B., On the generalized stress–strain behaviour of “wet clay”, Engineering plasticity, eds. J. Heyman & F.A. Leckie, Cambridge University Press, Cambridge, 1968, 535–609.
• [65] SANETRA U., PACZEŚNIOWSKI K., Calculation of internal friction angle and rock coherence by means of the method tangent to the envelope of Mohr’s circles in the form of a parabola (in Polish), Prace Naukowe GIG, Górnictwo i Środowisko, 2/2006, 23–34.
• [66] SCHNAID F., In Situ Testing in Geomechanics, London and New York, Taylor & Francis, 2009.
• [67] SCHOFIELD A.N., The “Mohr–Coulomb” error, Mechanics & Geotechnique, ed. Luong, LMS Ecole Polytechnique, 1998, 19–27.
• [68] SHIBUYA S., Assessing Structure of Aged Natural Sedimentary Clays, Soils and Foundations, 40, No. 3, 2000, 1–16.
• [69] SIMONS N.E., The stress path method of settlement analysis applied to London clay, Stress-strain behaviour of soils (ed. R.H.G. Parry), Proc. of Roscoe Memorial Symposium, Cambridge, 1971, 241–252.
• [70] SMITH P.R., JARDINE R.J., HIGHT D.W., The yielding of Bothkennar clay, Geotechnique, 42, No. 2, 1992, 257–274.
• [71] SOM N.N., The effect of stress path on the deformation and consolidation of London clay, PhD thesis, University of London, 1968.
• [72] STALLEBRASS S.E., TAYLOR R.N., The development and evaluation of a constitutive model for the prediction of ground movements in overconsolidated clay, Géotechnique, 47 (2), 1997, 235–253.
• [73] SUKOLRAT J., Structure and destructuration of Bothkennar clay, PhD thesis, University of Bristol, 2006.
• [74] ŚWIDZIŃSKI W., Compaction-Liquefaction Mechanisms of Granular Soils (in Polish), IBW PAN, Gdańsk, 2006.
• [75] TATSUOKA F., ISHIHARA K., Stress path and dilatancy performance of a sand, Proc. 8th ICSMFE, Moscow, Vol. 1, 1973, 419–424.
• [76] TATSUOKA F., SANTUCCI DE MAGISTRIS F., HAYANO K., MOMOYA Y., KOSEKI J., Some new aspects of time effects on the stress-strain behaviour of stiff materials, Keynote Lecture, Proc. 2nd Int. Conf. Geotechnics of Hard Soils and Soft Rocks, Balkema, Rotterdam, Vol. 3, 1998, 1285–1371.
• [77] TSCHUSCHKE W., Cone penetration testing in mine tailings (in Polish), Monograph, Zeszyty Naukowe Politechniki Śląskiej, Wydawnictwo Politechniki Śląskiej, Gliwice, 2006.
• [78] VAN EEKELEN H.A.M., Isotropic Yield Surfaces in Three Dimensions for Use in Soil Mechanics, International Journal for Numerical and Analytical Methods in Geomechanics, Vol. 4, 1980, 89–101.
• [79] WANATOWSKI D., CHU J., Static liquefaction of Sand in plane strain, Canadian Geotechnical Journal, 44, 2007, 299–313.
• [80] WANATOWSKI D., CHU J., Undrained behavior of Changi sand in triaxial and plane strain compression, Geomechanics and Geoengineering: An International Journal, Vol. 3, No. 2, June 2008, 85–96.
• [81] WIŁUN Z., An outline of geotechnical engineering (in Polish), Wydawnictwa Komunikacji i Łączności, Warszawa 1976.
• [82] YASIN S.J.M., TATSUOKA F., Stress history-dependent deformation characteristics of dense sand in plane strain, Soils and Foundations, Vol. 40, No. 2, 2000, Japanese Geotechnical Society, 77–98.
• [83] YUDHBIR, MATHUR S.K., KUGANATHAN V., Critical State Parameters, Journal of the Geotechnical Engineering Division, Proc. ASCE, Vol. 104, No. GT4, 1978, 497–501.