Analysis on Progressive Slipping-Shear Failure Mode of Bedding Slope of Hard Rock with Medium or Large Dip Angle

Abstract:

Kala Hydropower Station is located in the midstream of Yalong River in Sichuan Province of China, and the type of dam is concrete gravity dam, with a largest dam height of 129 m, an installed capacity of 1000 MW and a storage capacity of 255.8 million cubic meters. The slope on the right bank of the dam site is mainly composed of hard metasandstone and marbles interbedded with carbonaceous slates and the dip of rock formation is the same as the aspect of slope, so that it is a typical bedding slope. The field survey indicates that the failure of bedding slope of hard rock is not on a common mode of slipping-bending or buckling, but on an uncommon failure mode. The paper introduces a research method that starts with geologic history, analyzes current state and predicts the future failure mode, analyzes the characteristics and phenomenon of slope failure, and adopts the finite element calculation method to analyze the plastic zone resulting from slope deformation. According to the deformation evidence and calculation results, the engineering geologic mechanical theory is used to analyze the deformation and failure mode of slope, and it is indicated that the current and future failure modes of hard rock slope with large thickness are all slipping-shear failure.

• Periodical: Applied Mechanics and Materials (Volumes 438-439)
• Pages: 1232-1237
• DOI: https://doi.org/10.4028/www.scientific.net/AMM.438-439.1232
• Online since: October 2013
• Authors: Yu Feng Wei, De Xin Nei
• Keywords: Bedding Slope, Failure Mode, Slipping-Shear Failure, Yalong River

References

[1] Y. Bai, D. Zhou, K. Wang, A. Li, Development environment and distribution characteristics of bedding plane landslides, Journal of Natural Disasters, Vol. 13 3 (2004) 40-43.

[2] M. Frayssines, D. Hantz, Failure mechanisms and triggering factors in calcareous cliffs of the subalpine ranges (French Alps), Engineering Geology, Vol. 86 4 (2006) 256-270.

DOI: 10.1016/j.enggeo.2006.05.009

[3] G. Ren, S. Li, D. Nie, et al, Physical simulation and mechanical analysis of the formation mechanism of bedding slope, Research of Mountain Science, Vol. 16 3 (1998) 182-187.

[4] E. Eberhardt, K. Thuro, M. Luginbuehl, Slope instability mechanisms in dipping interbedded conglomerates and weathered marls- the 1999 Rufi landslide, Engineering Geology, Vol. 77 1-2 (2005) 35-56.

DOI: 10.1016/j.enggeo.2004.08.004

[5] Y. Yin, P. Sun, M. Zhang, B. Li, Mechanism on apparent dip sliding of oblique inclined bedding rockslide at Jiweishan, Landslides, Chongqing, China, Vol. 8 1 (2011) 49-65.

DOI: 10.1007/s10346-010-0237-5

[6] M. Yan, J. Chen, R. Huang, Engineering geological analysis on intermediate state before slide-bending failure for rock slope, Water Resources and Hydropower Technologies, Vol. 36 11 (2005) 41-44.

[7] S. Li, G. Ren, S. Zuo, Mechanical analysis of stability-loss mechanism of layered structure rock mass, Geological Disasters and Environmental Protection, Vol. 6 2 (1995) 24-29.

[8] Y. Zhu, H. Mo, On critical length of flexural slumping rock layer in layered rocky slope and its influencing factors, Rock and Soil Mechanics, Vol. 25 2 (2004) 283-286.

[9] C. Chen, P. Huang, Z. Lu, Study on correlation between stability of consequent rock slope and obliquity of rock layer by simulation experiment, Rock and Soil Mechanics, Vol. 28 3 (2007) 476-482.

[10] G. Wang, F. Wu, X. Cai, Stability analysis of consequent rock slope considering slippage of bedding plane, Hydrogeology & Engineering Geology, Vol. 37 2 (2010) 55-58.

[11] Y. Ning, X. An, G. Ma, Footwall slope stability analysis with the numerical manifold method, International Journal of Rock Mechanics and Mining Sciences, Vol. 48 6 (2011) 964-975.

DOI: 10.1016/j.ijrmms.2011.06.011