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Stress-Strain Modelling to Investigate the Internal Damage of Rock Slopes with a Bi-Planar Failure Open image in new window

  • Alberto BollaEmail author
  • Paolo Paronuzzi
Conference paper

Abstract

The bi-planar failure, sometimes referred to as “bi-linear failure”, is a particular type of rupture of rock slopes that occurs when a steep rock joint intersects a discontinuity having a lower inclination and that daylights at the rock face. The bi-planar configuration requires, differently from other well-known failure types (such as planar, wedge and circular failures), a considerable inner deformation and/or rock fracturing to make the block movement and the subsequent collapse possible. In the present paper, a forward analysis has been performed on a high natural rock slope (height = 150 m) made up of stratified limestone and characterised by a bi-planar sliding surface. The slope stability has been investigated adopting a 2D finite difference analysis (FDA). Two specific failure mechanisms (1 and 2) have been identified, based on the different strength parameters assumed in the models. In failure mechanism 1, a combination of internal shear and tensile fracturing occurs so as to form a deep, curvilinear rupture surface that links the two pre-existing planar surfaces. The block kinematism is an en-block roto-translation that, in turn, causes additional internal fracturing to accommodate deformation. In failure mechanism 2, a large shear band with obsequent dip enucleates within the unstable block, thus subdividing it into two main sub-blocks with different kinematisms. Model results demonstrate that bi-planar rock slope failures are associated with internal block damage that can also determine possible inner block splitting and differential movements between the secondary blocks. Stress-strain modelling is a very effective study approach that can be used to understand the key role played by rock fracturing and inner deformation occurring during the long preparatory phase that precedes the final collapse.

Keywords

Rock slope Bi-planar (bi-linear) failure Limestone Failure mechanism Internal block damage Block splitting Stress-strain analysis 

References

  1. Alejano LR, Ferrero AM, Ramírez-Oyanguren P, Álvarez Fernández MI (2011) Comparison of limit-equilibrium, numerical and physical models of wall slope stability. Int J Rock Mech Min Sci 48:16–26CrossRefGoogle Scholar
  2. Bandis S, Lumsden A, Barton N (1983) Fundamentals of rock joint deformation. Int J Rock Mech Min Sci Geomech Abstr 20:249–268CrossRefGoogle Scholar
  3. Chen XP, Zhu HH, Huang JW, Liu D (2016) Stability analysis of an ancient landslide considering shear strength reduction behaviour of slip zone soil. Landslides 13:173–181CrossRefGoogle Scholar
  4. Corkum AG, Martin CD (2004) Analysis of a rock slide stabilized with a toe-berm: a case study in British Columbia, Canada. Int J Rock Mech Min Sci 41:1109–1121CrossRefGoogle Scholar
  5. Eberhardt E, Stead D, Coggan JS (2004) Numerical analysis of initiation and progressive failure in natural rock slopes-the 1991 Randa rockslide. Int J Rock Mech Min Sci 41:69–87CrossRefGoogle Scholar
  6. Fisher BR (2009) Improved characterization and analysis of bi-planar dip slope failures to limit model and parameter uncertainty in the determination of setback distances. Ph.D. Thesis, University of British Columbia, Vancouver, CanadaGoogle Scholar
  7. Havaej M, Stead D (2016) Investigating the role of kinematics and damage in the failure of rock slopes. Comput Geotech 78:181–193CrossRefGoogle Scholar
  8. Havaej M, Stead D, Eberhardt E, Fisher BR (2014) Characterization of bi-planar and ploughing failure mechanisms in footwall slopes using numerical modelling. Eng Geol 178:109–120CrossRefGoogle Scholar
  9. Kvapil R, Clews M (1979) An examination of the Prandtl mechanism in large dimension slope failures. Trans Inst Min Metall A 88:A1–A5Google Scholar
  10. Martin CD, Kaiser PK (1984) Analysis of rock slopes with internal dilation. Can Geotech J 21:605–620CrossRefGoogle Scholar
  11. Mencl V (1966) Mechanics of landslides with noncircular slip surfaces with special reference to Vaiont slide. Géotechnique 16(4):329–337CrossRefGoogle Scholar
  12. Paronuzzi P, Bolla A (2015) Gravity-induced rock mass damage related to large en masse rockslides: evidence from Vajont. Geomorphology 234:28–53CrossRefGoogle Scholar
  13. Paronuzzi P, Bolla A, Rigo E (2016) Brittle and Ductile behavior in deep-seated landslides: learning from the Vajont experience. Rock Mech Rock Eng 49:2389–2411CrossRefGoogle Scholar
  14. Sarma SK (1979) Stability analysis of embankments and slopes. J Geotech Eng Div, ASCE 105:1511–1534Google Scholar
  15. Song K, Yan E, Zhang G, Lu S, Yi Q (2015) Effect of hydraulic properties of soil and fluctuation velocity of reservoir water on landslide stability. Environ Earth Sci 74:5319–5329CrossRefGoogle Scholar
  16. Stead D, Eberhardt E (1997) Developments in the analysis of footwall slopes in surface coal mining. Eng Geol 46:41–61CrossRefGoogle Scholar
  17. Stead D, Eberhardt E, Coggan JS (2006) Developments in the characterization of complex rock slope deformation and failure using numerical modelling techniques. Eng Geol 83:217–235CrossRefGoogle Scholar

Copyright information

© Springer International Publishing AG 2017

Authors and Affiliations

  1. 1.Università degli Studi di UdineDipartimento Politecnico di Ingegneria e ArchitetturaUdineItaly

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