非线性破坏准则下浅埋隧道掌子面三维被动稳定性能耗分析改进方法

doi:10.13722/j.cnki.jrme.2015.0376

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Abstract The method of calculating the geometric parameters of the three-dimensional passive failure elliptical cone of shallow tunnel face was improved through introducing the expression for the elliptical locus of the intersection between the cone and plane. The upper bound expression of the passive failure pressure on three-dimensional shallow tunnel face and the optimal upper bound solution of passive failure pressure were obtained based on the upper bound limit analysis and nonlinear failure criterion. Reliability of this method was verified by comparing with other results. The effect of non-linear shear strength parameters on pressure and failure modes was investigated. Besides，the figures of failure modes were drawn. The passive failure pressure changes basically linearly with the ground overload ?s and soil density ?，but changes nonlinearly with the nonlinear parameters m，dimensionless parameter c0/?t and critical pressure ratio C/D. The failure modes were found to depend significantly on the nonlinear parameters m，dimensionless parameter c0/?t and critical pressure ratio C/D，but the ground overload ?s had smaller effect on failure modes.

Key words： tunnelling engineering tunnel face passive failure nonlinear failure criterion upper bound limit analysis method elliptical locus of the intersection between the cone and the plane

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https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2015.0376 OR https://rockmech.whrsm.ac.cn/EN/Y2016/V35/I4/743

[1] 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. [2] SOUBRA A H，DIAS D，EMERIAULT F，et al. Three-dimensional face stability analysis of circular tunnels by a kinematical approach[J]. Geotechqiuue，2008，30(5)：894–901. [3] MOLLON G，DIAS D，SOUBRA A H，et al. Probabilistic analysis and design of circular tunnels against face stability[J]. International Journal of Geomechanics，2009，9(6)：237–249. [4] MOLLON G，DIAS D，SOUBRA A H，et al. Range of the safe retaining pressures of a pressurized tunnel face by a probabilistic approach[J]. Journal of Geotechnical and Geoenvironmental Engineering，2013，139(11)：1 954–1 967. [5] 刘志. 浅覆地铁盾构隧道地表隆起破坏模式与开挖面极限支护力研究[硕士学位论文][D]. 长沙：中南大学，2012.(LIU Zhi. Study of blow-out failure mechanism and limit supporting force on tunnel face in shallow metro tunnel[M. S. Thesis][D]. Changsha：Central South University，2012.(in Chinese)) [6] 张箭，杨峰，刘志，等. 浅覆盾构隧道开挖面挤出刚性锥体破坏模式极限分析[J]. 岩土工程学报，2014，36(7)：1 344–1 349. (ZHANG Jian，YANG Feng，LIU Zhi，et al. Three-dimensional limit analysis of blow-out failure modes of shallow shield tunnels[J]. Chinese Journal of Geotechnical Engineering，2014，36(7)：1 344–1 349.(in Chinese)) [7] MOLLON G，DIAS D，SOUBRA A H，et al. Rotational failure mechanisms for the face stability analysis of tunnels driven by a pressurized shield[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2011，35(12)：1 363–1 388. [8] LADE P V. Elasto-plastic stress-strain theory for cohesionless soil with curved yield surfaces[J]. International Journal of Solids and Structures，1977，13(11)：1 019–1 035. [9] AGAR J G，MORGENSTERN N R，SCOTT J D，et al. Shear strength and stress-strain behaviour of Athabasca oil sand at elevated temperatures and pressures[J]. Canadian Geotechnical Journal，1987，24(1)：1–10. [10] SANTARELLI F J. Theoretical and experimental investigation of the stability of the axisymmetric wellbore[Ph. D. Thesis][D]. London：Imperial College London，1987. [11] 刘宝琛，崔志莲，涂继飞. 幂函数型岩石强度准则研究[J]. 岩石力学与工程学报，1997，16(5)：437–444.(LIU Baochen，CUI Zhilian，TU Jifei. A study of strength criterion in power function for rock material[J]. Chinese Journal of Rock Mechanics and Engineering，1997，16(5)：437–444.(in Chinese)) [12] HOEK E，BROWN E T. Empirical strength criterion for rock masses[J]. Journal of Geotechnical and Geoenvironmental Engineering，1980，106(GT9)：1 013–1 035. [13] 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. [14] 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. [15] ZHAO L H，LI L，YANG F，et al. Upper bound analysis of slope stability with nonlinear failure criterion based on strength reduction technique[J]. Journal of Central South University of Technology，2010，17(4)：836–844. [16] 赵炼恒，李亮，但汉成，等. 极限上限分析中“切线法”引入非线性破坏准则的探讨[J]. 长江科学院院报，2010，27(8)：34–39. (ZHAO Lianheng，LI Liang，DAN Hancheng，et al. Discussion on generalized tangential method led in nonlinear failure criterion in upper boundary limit analysis[J]. Journal of Yangtze River Scientific Research Institute，2010，27(8)：34–39.(in Chinese)) [17] ZHAO L，YANG F，ZHANG Y，et al. Effects of shear strength reduction strategies on safety factor of homogeneous slope based on a general nonlinear failure criterion[J]. Computers and Geotechnics，2015，63：215–228. [18] 张迎宾，李亮，赵炼恒，等. 基于非线性破坏准则的边坡稳定性极限分析[J]. 岩土力学，2011，32(11)：3 313–3 318.(ZHANG Yingbin，LI Liang，ZHAO Lianheng，et al. Limit analysis of slope stability based on nonlinear failure criterion[J]. Rock and Soil Mechanics，2011，32(11)：3 313–3 318.(in Chinese)) [19] 杨小礼，王作伟. 非线性破坏准则下浅埋隧道地层压力的极限分析[J]. 中南大学学报：自然科学版，2010，41(1)：299–302.(YANG Xiaoli，WANG Zuowei. Limit analysis of earth pressure on shallow tunnel using nonlinear failure criterion[J]. Journal of Central South University of Technology，2010，41(1)：299–302.(in Chinese)) [20] 李玉峰，彭立敏，张永红，等. 线性与非线性破坏准则下浅埋隧道地层压力计算[J]. 现代隧道技术，2013，50(5)：68–74.(LI Yufeng，PENG Limin，ZHANG Yonghong，et al. Calculations of surrounding rock pressures of shallow buried tunnels under linear and nonlinear failure criteria[J]. Modern Tunnelling Technology，2013，50(5)：68–74.(in Chinese)) [21] 黄阜，杨小礼，赵炼恒，等. 基于非线性破坏准则和强度折减法的浅埋隧道安全系数上限解[J]. 工程力学，2013，30(12)：160–166.(HUANG Fu，YANG Xiaoli，ZHAO Lianheng，et al. Upper bound solutions of safety factor for shallow tunnels subjected to nonlinear failure criterion and strength reduction and strength reduction method[J]. Engineering Mechanics，2013，30(12)：160–166.(in Chinese)) [22] 杨绪利. 圆锥截交线的形状及投影分析[J]. 东华大学学报：自然科学版，2005，31(4)：76–78.(YANG Xuli. On the form and projection analysis of conic cut and hand in line[J]. Journal of Donghua University：Natural Science，2005，31(4)：76–78.(in Chinese)) [23] LI Y，EMERIAULT F，KASTNER R，et al. Stability analysis of large slurry shield-driven tunnel in soft clay[J]. Tunnelling and Underground Space Technology，2009，24(4)：472–481. [24] 赵炼恒，李亮，杨峰，等. 基于SQP和上限法的非饱和土条形基础极限承载力计算[J]. 岩石力学与工程学报，2009，28(增1)： 3 021–3 028.(ZHAO Lianheng，LI Liang，YANG Feng，et al. Ultimate bearing capacity calculation of strip foundation on unsaturated soil with upper bound theorem and SQP method[J]. Chinese Journal of Rock Mechanics and Engineering，2009，28(Supp.1)：3 021– 3 028.(in Chinese))