基于非线性Hoek-Brown破坏准则的裂隙岩体圆形隧道开挖面稳定性分析

doi:10.13722/j.cnki.jrme.2020.0249

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Abstract The face stability analysis of circular tunnels in fractured rock masses is a hot issue with important scientific value and practical significance. Due to nonlinear characteristics，the strength envelopes of fractured rock masses are often expressed with various different nonlinear failure criteria. Among the nonlinear failure criteria，the Hoek-Brown failure criterion is considered to reasonably model the strength of fractured rock masses. First，two existing failure mechanisms，the popular multi-block failure mechanism and modified multi-block failure mechanism，are modified and extended to calculate the limit support pressures of tunnel face in fractured rock masses within the framework of limit analysis theory. Second，the limit support pressures obtained from the two failure mechanisms and the two existing approaches，single cone failure mechanism and horn failure mechanism，are compared，which indicates that the results obtained from multi-block failure mechanism are between the results from the two existing approaches and the results obtained from modified multi-block failure mechanism are the best results when comparing with the other three failure mechanisms. Those influence rules are consistent with the rules of face stability analysis of circular tunnels in soils that follow the Mohr-Coulomb criterion. Finally，the limit support pressures obtained from the new failure mechanisms and other existing numerical simulations are compared. The results show that the results obtained from the two failure mechanisms in this paper provide consistent results with numerical simulations，especially for the results obtained from modified multi-block failure mechanism.

Key words： tunnelling engineering tunnel face stability Hoek-Brown failure criterion limit analysis fractured rock masses

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	Articles by authors
	SHI Xin1
	ZHAO Dajun1
	SONG Shengyuan1
	ZHANG Zengzeng1
	LIU Xuebo2
	ZHOU Yu1

Cite this article:

SHI Xin1,ZHAO Dajun1,SONG Shengyuan1, et al. Face stability analysis of the circular tunnels in fractured rock masses based on the nonlinear Hoek-Brown failure criterion[J]. , 2020, 39(S2): 3359-3366.

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https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2020.0249 OR https://rockmech.whrsm.ac.cn/EN/Y2020/V39/IS2/3359

[1] AL HALLAK R. Etude expérimentale et numérique du renforcement du front de taille par boulonnage dans les tunnels en terrains meubles[Ph. D. Thesis][D]. Paris：Ecole Nationale des Ponts et Chaussées，1999.(in French) [2] CHAMBON P，CORTé J F. Shallow tunnels in cohesionless soil：stability of tunnel face[J]. Journal of Geotechnical Engineering，1994，120(7)：1 148–1 165. [3] TAKANO D，OTANI J，NAGATANI H，et al. Application of X-ray CT on boundary value problems in geotechnical engineering-research on tunnel face failure[C]// GeoCongress. Atlanta：[s. n.]，2006：1–6. [4] KIRSCH A. Experimental investigation of the face stability of shallow tunnels in sand[J]. Acta Geotechnique，2010，5(1)：43–62. [5] BERTHOZ N，BRANQUE D，SUBRIN D，et al. Face failure in homogeneous and stratified soft ground: theoretical and experimental approaches on 1g EPBS reduced scale model[J]. Tunnelling and Underground Space Technology，2012，30(1)：25–37. [6] CHEN R P，LI J，KONG L G，et al. Experimental study on face instability of shield tunnel in sand[J]. Tunnelling and Underground Space Technology，2013，33(1)：12–21. [7] VERMEER P，RUSE N，MARCHER T. Tunnel heading stability in drained ground[J]. Felsbau，2002，20(6)：8–24. [8] LU X L，WANG H R，HUANG M S. Upper bound solution for the face stability of shield tunnel below the water table[J]. Mathematical Problems in Engineering，2014，2014：1–11. [9] IBRAHIM E，SOUBRA A H，MOLLON G，et al. Three-dimensional face stability analysis of pressurized tunnels driven in a multilayered purely frictional medium[J]. Tunnelling and Underground Space Technology，2015，49：18–34. [10] SENENT S，JIMENEZ R. A tunnel face failure mechanism for layered ground，considering the possibility of partial collapse[J]. Tunnelling and Underground Space Technology，2015，47：182–192. [11] FUNATSU T，HOSHINO T，SAWAE H，et al. Numerical analysis to better understand the mechanism of the effects of ground supports and reinforcement on the stability of tunnels using the distinct element method[J]. Tunnelling and Underground Space Technology，2008，23(5)：561–573. [12] ZHANG Z X，HU X Y，SCOTT K D. A discrete numerical approach for modeling face stability in slurry shield tunnelling in soft soils[J]. Computers and Geotechnics，2011，38：94–104. [13] CHEN R P，TANG L J，LING D S，et al. Face stability analysis of shallow shield tunnels in dry sandy ground using the discrete element method[J]. Computers and Geotechnics，2011，38：187–195. [14] MURAYAMA S，ENDO M，HASHIBA T，et al. Geotechnical aspects for the excavating performance of the shield machines[C]// Proceedings of the 21st Annual Lecture in Meeting of Japan Society of Civil Engineers. Tokyo：[s. n.]，1966：97–113. [15] HORN N. Horizontal earth pressure on the vertical surfaces of the tunnel tubes[C]// Proceedings of the National Conference of the Hungarian Civil Engineering Industry. Budapest：[s. n.]，1961：7–16.(in German) [16] ANAGNOSTOU G，KOVáRI K. Face stability condition with earth pressure balanced shields[J]. Tunnelling and Underground Space Technology，1996，11(2)：165–173. [17] BROERE W. Tunnel face stability and new CPT applications[Ph. D. Thesis][D]. The Netherlands：Delft University of Technology，2001. [18] KIRSCH A，KOLYMBAS D. Theoretische Untersuchung zur Ortsbruststabilit?t[J]. Bautechnik，2005，82(7)：449–456.(in German) [19] ANAGNOSTOU G. The contribution of horizontal arching to tunnel face stability[J]. Geotechnique，2012，35(1)：34–44. [20] ANAGNOSTOU G，PERAZZELLI P. The stability of a tunnel face with a free span and a non-uniform support[J]. Geotechnique，2013，36(1)：40–50. [21] PERAZZELLI P，LEONE T，ANAGNOSTOU G. Tunnel face stability under seepage flow conditions[J]. Tunnelling and Underground Space Technology，2014，43：459–469. [22] ANAGNOSTOU G，PERAZZELLI P. Analysis method and design charts for bolt reinforcement of the tunnel face in cohesive-frictional soils[J]. Tunnelling and Underground Space Technology，2015，7：162–181. [23] ATKINSON J H，POTTS D M. Stability of a shallow circular tunnel in cohesionless soils[J]. Geotechnique，1977，27(2)：203–215. [24] LYAMIN A V，SLOAN S W. Stability of a plane strain circular tunnel in a cohesive frictional soil[C]// John Booker Memorial Symposium. Sydney：[s. n.]，2000：139–153. [25] LECA E，DORMIEUX L. Upper and lower bound solutions for the face stability of shallow circular tunnels in frictional material[J]. Geotechnique，1990，40(4)：581–606. [26] SOUBRA A H. Three-dimensional face stability analysis of shallow circular tunnels[C]// International Conference on Geotechnical and Geotechnical Engineering. Melbourne：[s. n.]，2000：230–240. [27] SOUBRA A H. Kinematical approach to the face stability analysis of shallow circular tunnels[C]// Proceedings of the 8th International Symposium on Plasticity. British Columbia：[s. n.]，2002：443–445. [28] SUBRIN D，WONG H. Tunnel face stability in frictional material: a new 3D failure mechanism[J]. CR Mecanique，2002，330：513–519.(in French) [29] TANG X W，LIU W，ALBERS B，et al. Upper bound analysis of tunnel face stability in layered soils[J]. Acta Geotechnique，2014，9(4)：661–671. [30] MOLLON G，DIAS D，SOUBRA A H. Rotational failure mechanisms for the face stability analysis of tunnels driven by pressurized shields[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2011，35(12)：1 363–1 388. [31] ZHANG C P，HAN K H，ZHANG D L. Face stability analysis of shallow circular tunnels in cohesive-frictional soils[J]. Tunnelling and Underground Space Technology，2015，50：345–357. [32] BAKER R，FRYDMAN S. Upper bound limit analysis of soil with nonlinear failure criterion[J]. Soil Found，1983，23(4)：34–42. [33] ZHANG X J，CHEN W F. Stability analysis of slopes with general nonlinear failure criterion[J]. International Journal for Numerical and Analytical Methods in Geomechanics，1987，11(1)：33–50. [34] DRESCHER A，CHRISTOPOULOS C. Limit analysis slope stability analysis with nonlinear yield condition[J]. International Journal for Numerical and Analytical Methods in Geomechanics，1988，12(3)：341–345. [35] YANG X L. Seismic bearing capacity of a strip footing on rock slopes[J]. Canadian Geotechnical Journal，2009，46(8)：943–954. [36] SERRANO A，OLALLA C. Ultimate bearing capacity of rock masses[J]. International Journal of Rock Mechanics and Mining Sciences and Geomechanics Abstracts，1994，31(2)：93–106. [37] SERRANO A，OLALLA C. Allowable bearing capacity of rock foundations using a non-linear failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences，1996，33(4)：327–345. [38] SERRANO A，OLALLA C，GONZALEZ J. Ultimate bearing capacity of rock masses based on the modified Hoek-Brown criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2000，37：1 013–1 018. [39] YANG X，YIN J H，LI L. Influence of a nonlinear failure criterion on the bearing capacity of a strip footing resting on rock mass using a lower bound approach[J]. Canadian Geotechnical Journal，2003，40：702–707. [40] YANG X L，LI L，YIN J H. Stability analysis of rock slopes with a modified Hoek-Brown failure criterion[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2004，28：181–190. [41] YANG X L，YIN J H. Upper bound solution for ultimate bearing capacity with a modified Hoek-Brown failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2005，42：550–560. [42] MERIFIELD R S，LYAMIN A V，SLOAN S W. Limit analysis solutions for the bearing capacity of rock masses using the generalised Hoek-Brown criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2006，43：920–937. [43] SAADA Z，MAGHOUS S，GARNIER D. Bearing capacity of shallow foundations on rocks obeying a modified Hoek-Brown failure criterion[J]. Computer Geotech，2008，35：144–154. [44] SAADA Z，MAGHOUS S，GARNIER D. Seismic bearing capacity of shallow foundations near rock slopes using the generalized Hoek-Brown failure criterion[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2011，35(6)：724–748. [45] SAADA Z，MAGHOUS S，GARNIER D. Stability analysis of rock slopes subjected to seepage forces using the modified Hoek–Brown criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2012，55：45–54. [46] FRALDI M，GUARRACINO F. Limit analysis of collapse mechanisms in cavities and tunnels according to the Hoek-Brown failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2009，46：665–673. [47] FRALDI M，GUARRACINO F. Evaluation of impending collapse in circular tunnels by analytical and numerical approaches[J]. Tunnelling Underground Space Technology，2011，26：507–516. [48] FRALDI M，GUARRACINO F. Limit analysis of progressive tunnel failure of tunnels in Hoek-Brown rock masses[J]. International Journal of Rock Mechanics and Mining Sciences，2012，50：170–173. [49] HUANG F，YANG X L. Upper bound limit analysis of collapse shape for circular tunnel subjected to pore pressure based on the Hoek-Brown failure criterion[J]. Tunnelling and Underground Space Technology，2011，26(5)：614–618. [50] YANG X L，HUANG F. Collapse mechanism of shallow tunnel based on nonlinear Hoek-Brown failure criterion[J]. Tunnelling and Underground Space Technology，2011，26(6)：686–691. [51] HUANG F，YANG X L. Upper bound solutions for the face stability of shallow circular tunnels subjected to nonlinear failure criterion. In Deep and underground excavations[C]// Proceedings of the 2010 GeoShanghai International Conference. Shanghai：[s. n.]，2010：251–256. [52] SENENT S，MOLLON G，JIMENEZ R. Stability of tunnel face in rock masses with the Hoek-Brown failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences，2013，60：440–451. [53] ZHANG J H，LI Y X，XU J S. Energy analysis of face stability of deep rock tunnels using nonlinear Hoek-Brown failure criterion[J]. Journal of Central South University，2015，22(8)：3 079–3 086. [54] SAADA Z，MAGHOUS S，GARNIER D. Pseudo-static analysis of tunnel face stability using the generalized Hoek-Brown strength criterion[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2013，37(18)：3 194–3 212. [55] CUVILLIER A. Aspects mécaniques du creusement d’un tunnel en milieu poreux saturé[Ph. D. Thesis][D]. France：Ecole Nationale des Ponts et Chaussées，2001.(in French) [56] HOEK E，BROWN E T. Practical estimates of rock mass strength[J]. International Journal of Rock Mechanics and Mining Sciences，1997，34(8)：1 165–1 186. [57] HOEK E，CARRANZA-TORRES C，CORKUM B. Hoek-Brown failure criterion-2002 edition[C]// Proceedings of the North American Rock Mechanics Society Meeting，Toronto：[s. n.]，2002：267–273. [58] HOEK E. Estimating Mohr-Coulomb friction and cohesion values from the Hoek-Brown failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences，1990，27(3)：227–229. [59] YANG X L，HUANG F. Three-dimensional failure mechanism of a rectangular cavity in a Hoek-Brown rock medium[J]. International Journal of Rock Mechanics and Mining Sciences，2013，61(10)：189–195. [60] HUANG F，YANG X L，LING T H. Prediction of collapsing region above deep spherical cavity roof under axis-symmetrical conditions[J]. Rock Mechanics and Rock Engineering，2014，47(4)：1 511–1 516.