A 3 Dimensional Simulation of the Repeated Load Triaxial Test
A typical flexible pavement structure consists of the surface, base, sub-base and subgrade soil. The loading traffic is transferred from the top layer with higher stiffness to the layer below with less stiffness. Under normal traffic loading, the behaviour of flexible pavement is very complex and can be predicted by using the repeated load triaxial test equipment in the laboratory. However, the nature of the repeated load triaxial testing procedure is considered time-consuming, complicated and expensive, and it is a challenge to carry out as a routine test in the laboratory. Therefore, the current paper proposes a numerical approach to simulate the repeated load triaxial test by employing the discrete element method. A sample with particle size ranging from 2.36mm to 19.0mm was constructed. Material properties, which included normal stiffness, shear stiffness, coefficient of friction, maximum dry density and particle density, were used as the input for the simulation. The sample was then subjected to a combination of deviator and confining stress and it was found that the discrete element method is able to simulate the repeated load triaxial test in the laboratory.
[1] F. Lekarp, U. Isacsson and A. R. Dawson, "State of the art. I: Resilient response of unbound aggregates" Journal of Transportation Engineering, vol.126 issue 1, pp. 66-75, 2000.
[2] R. D. Barksdale, "The aggregate handbook" National Stone Association, Sheridan Books, Inc., Elliot Place, Washington, D.C, 2001.
[3] B. Magnusdottir and S. Erlingsson, "Repeated load triaxial testing for quality assessment of unbound granular base course
material" Proceedings from the 9m Nordic Aggregate Research Conference, Reykjavik, Iceland, 2002.
[4] Australian testing procedure AG:PT/T053, "Determination of permanent deformation and resilient modulus characteristic of unbound granular materials under drained conditions" Austroads Working Group, Australia, 2007.
[5] A. Adu-Osei, "Characterization of unbound granular materials"PhD Dissertation, Department of Civil Engineering, Texas A&M University, College Station, Texas, 2000.
[6] AASHTO T 307-99, "Determining the resilient modulus of soils and aggregate. materials" AASHTO, Washington, D.C., USA, 1999.
[7] P. A. Cundall and 0. D. L. Strack, "A discrete numerical model for granular assemblies" Geotechnique, vol.29, pp.47-65, 1979.
[8] 0. R. Walton, "Explicit particle dynamics model for granular materials" Numerical methods in Geomechanics, Z. Eisenstein, ed. A. A. Balkema Rotterdam, pp.1261-1268, 1983.
[9] C. Campbell and C. Brenan, "Computer simulations of granular shear flow" Journal of Fluid Mechanics, vol.151, pp.167-188, 1985.
[10] R. K Rajamani, B. K. Mishra, R. Venugopal and A. Datta, "Discrete element analysis of tumbling mills" Powder Technology, vol. 09, pp. 105-112, 2000.
[11] M. Moakher, T. Shinbrot and F. J. Muzzio, "Experimentally validated computations of flow, mixing and segregation of non-cohesive grains in 3D tumbling blenders" Powder Technology, vol. 109, pp. 58-71, 2000.
[12] L. Cui and C. O'Sullivan, "Exploring the macro and micro scale response of an idealised granular material in the direct shear apparatus" Geotechnique vol. 56, pp. 455-468, 2006.
[13] C. Bierwisch, T. Kraft, H. Riedel, and M. Moseler, "Three-dimensional discrete element models for the granular statics and dynamics of powders in cavity filling" Journal of Mechanics and Physics of Solids, vol.57 issue 1, pp. 10-31, 2009.
[14] Steffen Abe, David Place, and Peter Mora, “A parallel implementation
of the lattice solid model for the simulation of rock mechanics and
earthquake dynamics”, Pure and Applied Geophysics, vol. 161, pp.
2265-2277, 2004.
[15] ESyS-Particle: https://launchpad.net/esys-particle
[16] ParaView: http://www.paraview.org
[17] N. V. Rege, “Computational modelling of granular materials” Doctoral
Thesis, Department of Civil and Environmental Engineering,
Massachusetts Institute of Technology, Cambridge, Massachusetts,
1996.
[18] Pöschel and Schwager (2005) “Computational granular dynamics”
Springler-Verlag, 2005.
[19] Y. P. Cheng, Y. Nakata and M. D. Bolton, “Discrete element simulation
of crushable soil” Geotechnique, vol. 53, pp. 633-641, 2003.
[20] Protocol P46, “Resilient modulus of unbound granular, base/sub-base
materials and subgrade soils” Department of Transportation, U.S, 1996.
[21] M. Zeghal, ”Discrete-Element method investigation of the resilient
behaviour of granular materials” Journal of Transportation
Engineering, ASCE, vol. 130 issue 4, pp. 503–509, 2004.
[1] F. Lekarp, U. Isacsson and A. R. Dawson, "State of the art. I: Resilient response of unbound aggregates" Journal of Transportation Engineering, vol.126 issue 1, pp. 66-75, 2000.
[2] R. D. Barksdale, "The aggregate handbook" National Stone Association, Sheridan Books, Inc., Elliot Place, Washington, D.C, 2001.
[3] B. Magnusdottir and S. Erlingsson, "Repeated load triaxial testing for quality assessment of unbound granular base course
material" Proceedings from the 9m Nordic Aggregate Research Conference, Reykjavik, Iceland, 2002.
[4] Australian testing procedure AG:PT/T053, "Determination of permanent deformation and resilient modulus characteristic of unbound granular materials under drained conditions" Austroads Working Group, Australia, 2007.
[5] A. Adu-Osei, "Characterization of unbound granular materials"PhD Dissertation, Department of Civil Engineering, Texas A&M University, College Station, Texas, 2000.
[6] AASHTO T 307-99, "Determining the resilient modulus of soils and aggregate. materials" AASHTO, Washington, D.C., USA, 1999.
[7] P. A. Cundall and 0. D. L. Strack, "A discrete numerical model for granular assemblies" Geotechnique, vol.29, pp.47-65, 1979.
[8] 0. R. Walton, "Explicit particle dynamics model for granular materials" Numerical methods in Geomechanics, Z. Eisenstein, ed. A. A. Balkema Rotterdam, pp.1261-1268, 1983.
[9] C. Campbell and C. Brenan, "Computer simulations of granular shear flow" Journal of Fluid Mechanics, vol.151, pp.167-188, 1985.
[10] R. K Rajamani, B. K. Mishra, R. Venugopal and A. Datta, "Discrete element analysis of tumbling mills" Powder Technology, vol. 09, pp. 105-112, 2000.
[11] M. Moakher, T. Shinbrot and F. J. Muzzio, "Experimentally validated computations of flow, mixing and segregation of non-cohesive grains in 3D tumbling blenders" Powder Technology, vol. 109, pp. 58-71, 2000.
[12] L. Cui and C. O'Sullivan, "Exploring the macro and micro scale response of an idealised granular material in the direct shear apparatus" Geotechnique vol. 56, pp. 455-468, 2006.
[13] C. Bierwisch, T. Kraft, H. Riedel, and M. Moseler, "Three-dimensional discrete element models for the granular statics and dynamics of powders in cavity filling" Journal of Mechanics and Physics of Solids, vol.57 issue 1, pp. 10-31, 2009.
[14] Steffen Abe, David Place, and Peter Mora, “A parallel implementation
of the lattice solid model for the simulation of rock mechanics and
earthquake dynamics”, Pure and Applied Geophysics, vol. 161, pp.
2265-2277, 2004.
[15] ESyS-Particle: https://launchpad.net/esys-particle
[16] ParaView: http://www.paraview.org
[17] N. V. Rege, “Computational modelling of granular materials” Doctoral
Thesis, Department of Civil and Environmental Engineering,
Massachusetts Institute of Technology, Cambridge, Massachusetts,
1996.
[18] Pöschel and Schwager (2005) “Computational granular dynamics”
Springler-Verlag, 2005.
[19] Y. P. Cheng, Y. Nakata and M. D. Bolton, “Discrete element simulation
of crushable soil” Geotechnique, vol. 53, pp. 633-641, 2003.
[20] Protocol P46, “Resilient modulus of unbound granular, base/sub-base
materials and subgrade soils” Department of Transportation, U.S, 1996.
[21] M. Zeghal, ”Discrete-Element method investigation of the resilient
behaviour of granular materials” Journal of Transportation
Engineering, ASCE, vol. 130 issue 4, pp. 503–509, 2004.
@article{"International Journal of Architectural, Civil and Construction Sciences:65234", author = "Bao Thach Nguyen and Abbas Mohajerani", title = "A 3 Dimensional Simulation of the Repeated Load Triaxial Test", abstract = "A typical flexible pavement structure consists of the surface, base, sub-base and subgrade soil. The loading traffic is transferred from the top layer with higher stiffness to the layer below with less stiffness. Under normal traffic loading, the behaviour of flexible pavement is very complex and can be predicted by using the repeated load triaxial test equipment in the laboratory. However, the nature of the repeated load triaxial testing procedure is considered time-consuming, complicated and expensive, and it is a challenge to carry out as a routine test in the laboratory. Therefore, the current paper proposes a numerical approach to simulate the repeated load triaxial test by employing the discrete element method. A sample with particle size ranging from 2.36mm to 19.0mm was constructed. Material properties, which included normal stiffness, shear stiffness, coefficient of friction, maximum dry density and particle density, were used as the input for the simulation. The sample was then subjected to a combination of deviator and confining stress and it was found that the discrete element method is able to simulate the repeated load triaxial test in the laboratory.
", keywords = "Discrete element method, repeated load triaxial, pavement materials. ", volume = "7", number = "10", pages = "707-5", }
