Optimizing the design of rockfall embankments with a discrete element method

Abstract This paper’s intent is to contribute to the design of massive rockfall protective structures, such as embankments. The relationship between the block and the embankment characteristics remains a key issue in evaluating the efficiency of the impacted structure. Because of the large deformation process occurring during an impact, the discrete element method (DEM) was chosen in this study to assess the respective influence of the geometrical and mechanical properties of the embankment. It has been seen that the maximum impact force transmitted to the embankment is governed not only by the kinetic energy of the block, but also by the stiffness and the upstream side inclination of the construction. Moreover, it has been observed that the dissipative capacity of the construction depends more on its geometrical properties than on its mechanical properties. The inclinations of both sides of the embankment are relevant, but the crest thickness, seldom considered in the design protocols, is one of the foremost parameters to think about. The use of a large crest thickness, rather than an abutment, optimizes the space required for the construction, while maintaining a comparable dissipative capacity.

[1]  Laurent Daudeville,et al.  Multidomain finite and discrete elements method for impact analysis of a concrete structure , 2009 .

[2]  Daniele Peila,et al.  Testing and modelling geogrid soil embankments subject to high energy rock impacts , 2002 .

[3]  Jean-Patrick Plassiard,et al.  Rockfall Impact Parameters on Embankments: A Discrete Element Method Analysis , 2009 .

[4]  Bernhard Pichler,et al.  Impact of rocks onto gravel Design and evaluation of experiments , 2005 .

[5]  Hiroshi Masuya,et al.  Rockfall Protection as an Integral Task , 2009 .

[6]  F. Donze,et al.  Formulation of a 3-D numerical model of brittle behaviour , 1995 .

[7]  F. Donze,et al.  A spherical discrete element model: calibration procedure and incremental response , 2009 .

[8]  F. Bourrier,et al.  Physical processes within a 2D granular layer during an impact , 2008 .

[9]  Didier Subrin.  MODELISATION ANALYTIQUE ET NUMERIQUE PSEUDO-STATIQUE DES MERLONS DE PROTECTION CONTRE LES CHUTES DE BLOCS ROCHEUX , 2006 .

[10]  Sara Montani Stoffel.  Sollicitation dynamique de la couverture des galeries de protection lors de chutes de blocs , 1998 .

[11]  F. Bourrier,et al.  Toward objective rockfall trajectory simulation using a stochastic impact model , 2009 .

[12]  W. J. Whiten,et al.  Contact modelling for discrete element modelling of ball mills , 1998 .

[13]  Jean-Patrick Plassiard.  Modélisation par la méthode des éléments discrets d'impacts de blocs rocheux sur structures de protection type merlons , 2007 .

[14]  M. Oda,et al.  Rolling Resistance at Contacts in Simulation of Shear Band Development by DEM , 1998 .

[15]  Pascal Perrotin,et al.  Simulation of a block impacting a reinforced concrete slab with a finite element model and a mass-spring system , 2007 .

[16]  Y. Chen,et al.  Practical analysis and design of mechanically-stabilized earth walls—I. Design philosophies and procedures , 2000 .

[17]  Y. Chen.  Practical analysis and design methods of mechanically-stabilized earth walls-II. Design comparisons and impact of LRFD method , 2000 .

[18]  H Brandl,et al.  SPECIAL APPLICATIONS OF GEOSYNTHETICS IN GEOTECHNICAL ENGINEERING , 2000 .

[19]  Donatello Cardone,et al.  Structural design and analysis of an impact resisting structure for volcanic shelters , 2006 .