Ingeniare. Revista chilena de ingeniería, vol. 16 Nº 3, 2008, pp. 461-472

COMPORTAMIENTO DE UN MATERIAL GRANULAR NO TRATADO EN ENSAYOS TRIAXIALES CÍCLICOS CON PRESIÓN DE CONFINAMIENTO CONSTANTE Y VARIABLE

 BEHAVIOR OF AN UNBOUND GRANULAR MATERIAL IN CYCLIC TRIAXIAL TESTS WITH CONSTANT AND VARIABLE CONFINING PRESSURE

Hugo Alexander Rondón Quintana¹               Torsten Wichtmann²               Theodoros Triantafyllidis³
Arcesio Lizcano Peláez⁴

1 Departamento de Ingeniería Civil. Universidad de los Andes. Carrera 1. Este Nº 19 A-40, Edificio Mario Laserna, Piso 6, Bogotá D.C. Colombia. E-mail: h-rondon@uniandes.edu.co
2 Institute of Soil Mechanics and Rock Mechanics. University of Karlsruhe. Engler-Bunte-Ring 14, 76131. Karlsruhe, Germany. E-mail:  Torsten.Wichtmann@ibf.uni-karlsruhe.de
3 Institute of Soil Mechanics and Rock Mechanics. University of Karlsruhe. Engler-Bunte-Ring 14, 76131. Karlsruhe, Germany. E-mail: Triantafyllidis@ibf.uni-karlsruhe.de
4 Departamento de Ingeniería Civil. Universidad de los Andes. Carrera 1. Este Nº 19 A-40, Edificio Mario Laserna, Piso 6. Bogotá D.C., Colombia. E-mail: alizcano@uniandes.edu.co

RESUMEN 

En un pavimento, cada una de las capas de la estructura experimenta bajo una carga vehicular ciclos de esfuerzo con componentes vertical, horizontal y de corte. Para el estudio de materiales granulares no tratados (utilizados para conformar capas de base y subbase), la mayor parte de las investigaciones se realizan empleando equipos triaxiales cíclicos en donde sólo la carga vertical es cíclica y la presión de confinamiento permanece constante durante el ensayo. Un ensayo que reproduce mejor la forma como se distribuyen los esfuerzos en estas capas es el ensayo triaxial cíclico con presión de confinamiento variable. En este ensayo se pueden modelar las componentes cíclicas tanto en el sentido vertical como horizontal. A pesar que son ensayos distintos, la ingeniería de pavimentos supone que la respuesta que experimentan estos materiales en estos ensayos es similar, lo anterior basado en algunos estudios realizados en la década de los setenta. En la presente investigación se diseña y desarrolla un programa experimental más detallado, para comparar el comportamiento que desarrolla un material granular no tratado en estos ensayos. De los resultados se evidencia que sólo para algunas trayectorias de esfuerzo, la dirección y la acumulación de la deformación vertical y volumétrica es similar.

Palabras clave: Materiales granulares no tratados, deformación permanente, ensayos triaxiales cíclicos.

 
ABSTRACT 

In a pavement structure, passing wheel loads impose cyclic stresses consisting of vertical, horizontal and shear components. Studies of the behavior of unbound granular materials (UGM, used for base and sub-base layers) under cyclic loading are mostly performed using the axisymmetric triaxial test with constant confining pressure (CCP test) and a cyclic variation of the axial stress. However, in this type of test only the vertical component of the cyclic stress path is considered. The oscillation of the horizontal stress can be reproduced by an additional cyclic variation of the confining pressure (VCP test). CCP and VCP tests are sometimes assumed to deliver similar residual and resilient deformations as long as the average stress is the same in both types of tests. However, this assumption is based on limited test data in the literature. The present paper documents a more detailed comparative study with CCP and VCP tests. The results show that only for some special stress paths both types of test deliver similar permanent axial or volumetric deformations.

Keywords: Unbound granular materials, permanent deformation, cyclic triaxial tests.

REFERENCIAS

[1] R. Bonaquist. "Summary of Pavement Performance Test Using the Accelerated Loading Facility, 1986 - 1990". Transportation Research Record, Transportation Research Board. Washington, D. C. Nº 1354, pp. 74-85. 1992.

[2] N.W. Lister. "The Transient and Long Term Performance of Pavements in Relation to Temperature". Proc. 3rd. Int. Conf. on Structural Design of Asphalt Pavements. University of Michigan, Ann Arbor. 1972.

[3] A.C. Collop, D. Cebon and M.S.A. Hardy. "Viscoelastic Approach to Rutting in Flexible Pavements". Journal of Transportation Engineering, Vol. 121 Nº 1, pp. 82-93. 1995.

[4] P.H. Little. "The Design of Unsurfaced Roads Using Geosynthetics". Tesis para optar al grado de doctor de Filosofía. Universidad de Nottingham, Nottingham, U.K. 1993.

[5] S.F. Brown. "Soil Mechanics in Pavement Engineering. The 36th Rankine Lecture of the British Geotechnical Society". Géotechnique. Vol. 46 Nº 3, pp. 383-426. 1996.

[6] A.R. Archilla and S. Madanat. "Estimation of Rutting Models by Combining Data from Different Sources". Journal of Transportation Engineering. Vol. 127 Nº 5, pp. 379-389. 2002.

[7] S. Erlingsson. "Mechanistic Pavement Design Methods – A Road to Better Understanding of Pavement Performance". Via Nordica 2004 – NRA's 19th Road Congress, C8: Berekraftige vegkonstruksjonar, p. 8. 2004.

[8] S. Erlingsson and T. Ingason. "Performance of Two Thin Pavement Structures During Accelerated Pavement Testing Using a Heavy Vehicle Simulator". 2nd International Conferences on Accelerated Pavement Testing, University of Minnesota, p. 19. 2004.

[9] T. Ingason, L.G. Wiman and H. Haraldsson. "HVS – Testing of Iceland Low Volume Road Structures". ISAP – 9th International Conference on Design of Asphalt Pavements, p. 13. 2002.

[10] B.D. Pidwerbesky. "Fundamental Behaviour of Unbound Granular Pavements Subjected to Various Loading Conditions and Accelerated Trafficking". Tesis para optar al grado de doctor de Filosofía. Universidad de Canterbury. Christchurch, New Zealand. 1996.

[11] F. Lekarp, I.R. Richardson and A. Dawson. "Influences on Permanent Deformation Behavior of Unbound Granular Materials". Transportation Research Record, Transportation Research Board, Washington D. C. Nº 1547, pp. 68-75. 1996.

[12] J. Uzan. "Granular Material Characterization for Mechanistic Pavement Design". Journal of Transportation Engineering, Vol. 125, pp. 108-113. 1999.

[13] F. Lekarp, I. Ulf and A.R. Dawson. "State of the art. I: Resilient Response of Unbound Aggregates". Journal of Transportation Engineering, Vol. 126 Nº 1, pp. 66-75. 2000.

[14] I.F. Collins and M. Boulbibane. "Geomechanical Analysis of Unbound Pavements Based on Shakedown Theory". Journal of Geotechnical and Geoenvironmental Engineering, Vol. 126, pp. 50-59. 2000.

[15] S. Werkmeister. "Permanent Deformation Behaviour of Unbound Granular Materials in Pavement Constructions". Tesis para optar al grado de doctor en Filosofía. University of Technology, Dresden. 2003.

[16] S. Werkmeister, R. Numrich, A. Dawson and F. Wellner. "Deformation Behaviour of Granular Materials under Repeated Dynamic Load". Journal of Environmental Geomechanics - Monte Veritá, pp. 215-223. 2002.

[17] A.R. Dawson. "Cumulative Damage and its Applicability to Low Volume Road Pavements". Internationales Kolloquium Prüfung, Bewertung und Bemessung von Straßenbefestigungen, Technische Universitat Dresden. April 3-4, 2003.

[18] J.J. Allen and M.R. Thompson. "Resilient Response of Granular Materials Subjected to Time-Dependent Lateral Stresses". Transportation Research Record, Transportation Research Board, Washington, D. C. Nº 510, pp. 1-13. 1974.

[19] S.F. Brown. "Repeated Load Testing of a Granular Material". Journal of the Geotechnical Engineering Division. Vol. 100 Nº 7, pp. 825-841. 1974.

[20] S.F. Brown and A.F.L. Hyde. "Significance of Cyclic Confining Stress in Repeated-load Triaxial Testing of Granular Material". Transportation Research Record, Transportation Research Board, Washington, D. C. Nº 537, pp. 49-58.  1975.

[21] INVIAS - Instituto Nacional de Vías. "Especificaciones Generales para Construcción de Carreteras". Bogotá D.C., Colombia. 2002.

[22] F. Lekarp, I. Ulf and A.R. Dawson. "State of the art II: Permanent Strain Response of Unbound Aggregates". Journal of Transportation Engineering. Vol. 126 Nº 1, pp. 76-83. 2000.

[23] H.A. Rondón. "Comportamiento de un material granular en ensayos triaxiales cíclicos con presión de confinamiento constante (PCC) y variable (PCV)". Tesis para optar al grado de doctor en Ingeniería. Universidad de los Andes. Abril, 2008.

[24] H.A. Rondón y F.A Reyes. "Comportamiento de materiales granulares en pavimentos flexibles: estado del conocimiento". Ed. Universidad Católica de Colombia y Pontificia Universidad Javeriana, p. 119. Bogotá D.C., Colombia. 2008.

[25] INVIAS - Instituto Nacional de Vías. "Normas de Ensayos de Materiales para Carreteras". Bogotá D.C., Colombia. 2002.

[27] H.A. Rondón, T. Wichtmann, Th. Triantafyllidis and A. Lizcano. "Hypoplastic material constants for a well-graded granular material (UGM) for base and subbase layers of flexible pavements". Acta Geotechnica. Vol. 2 Nº 2, pp. 113-126. 2007.

[28] A. Niemunis, T. Wichtmann and Th. Triantafyllidis. "On the definition of the fatigue loading for sand". In International Workshop on Constitutive Modelling - Development, Implementation, Evaluation, and Application, Hong Kong. 2007.

[29] T.L. Youd. "Compaction of Sands by Repeated Shear Straining". Journal of the Soil Mechanics and Foundations Division, ASCE, 98 (SM7), pp. 709-725. 1972.

[30] I.V. Kalcheff and R.G. Hicks. "A Test Procedure for Determining the Resilient Properties of Granular Materials". Journal of Testing and Evaluation, JTEVA. Vol. 1 Nº 6, pp. 472-479. 1973.

[31] T. Kokusho, T. Hara and R. Hiraoka. "Undrained Shear Strength of Granular Soils with Different Particle Gradations". Journal of Geotechnical and Geoenvironmental Engineering, ASCE. Vol. 130 Nº 6, pp. 621-629. 2004.

[32] C. Rada and W.M. Witczak. "Comprehensive Evaluation of Laboratory Resilient Moduli Results for Granular Materials". Transportation Research Record, Transportation Research Board, Washington D. C., Nº 810, pp. 23-33. 1981.

[33] J.R. Boyce. "The Behaviour of a Granular Material under Repeated Loading". Tesis para optar al grado de doctor de Filosofía. Universidad de Nottingham. Nottingham, U.K. 1976.

[34] M.J. Shenton. "Deformation of Railway Ballast under Repeated Loading Conditions". Railroad Track Mechanics and Technology. Pergamon Press, pp. 405-425. 1978.

[35] H.L. Theyse. "Stiffness, Strength, and Performance of Unbound Aggregate Materials: Application of South African HVS and Laboratory Results to California Flexible Pavements". Report produced under the auspices of the California Partnered Pavement Research Program for the California Department of Transportation. University of California, p. 76. 2002.

[36] N.H  Thom and S.F. Brown. "Effect of Moisture on the Structural Performance of a Crushed-Limestone Road Base". Transportation Research Record. Transportation Research Board. Washington D. C. Nº 1121, pp. 50–56. 1987.

[37] T. Wichtmann. "Explicit Accumulation Model for Non-cohesive Soils under Cyclic Loading". Tesis para optar al grado de doctor en Filosofía. Des Institutes für Grundbau und Bodenmechanik der Ruhr-Universität Bochum. 2005.

[38] G. Gidel, P. Hornych, J. Chauvin, D. Breysse and A. Denis. "A New Approach for Investigating the Permanent Deformation Behavior of Unbound Granular Material Using the Repeated Load Triaxial Apparatus". Bulletin Des Laboratoires Des Ponts et Chaussées, pp. 5-21. 2001.

[39] T. Habiballah and C. Chazallon. "An Elastoplastic Model Based on the Shakedown Concept for Flexible Pavements Unbound Granular Materials". Int. J. Numer. Anal. Meth. Geomech. Vol. 29, pp. 577-596. 2005.
Recibido 5 de junio de 2008, aceptado 3 de octubre de 2008