饱和土盾构施工引起的三维土体变形及孔隙水压力研究

doi:10.13722/j.cnki.jrme.2018.0356

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Abstract The theoretical formulas of soil deformation and pore water pressure caused by the additional thrust，shield shell friction and pressure of shield-tail grouting of the earth-pressure balance shield in the semi-infinite space of saturated soil were deduced. Numerical integration method was used to calculate the soil deformation and excess pore water pressure induced by shield excavation in soft area. The calculated results were compared with measured data, showing that the calculated results are close to the measured values. The proposed method is more practical than the Mindlin solution. In the whole process of shield tunneling，the pore water pressure increases when the shield workface is approaching and when the shield tail is departing this section. When the shield workface is approaching，the pore water pressure is mainly induced by the additional thrust and the friction of shield shell. The increasing of pore water pressure during the departure of shield tail is due to shield-tail grouting and shield shell friction.

Key words： soil mechanics saturated soil shield construction soil deformation pore pressure

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	Articles by authors
	DING Zhi
	WANG Fanyong
	WEI Xinjiang
	ZHUANG Jiahuang

Cite this article:

DING Zhi,WANG Fanyong,WEI Xinjiang, et al. Three-dimensional deformation and pore pressure caused by shield construction in saturated soil[J]. , 2018, 37(9): 2189-2199.

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https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2018.0356 OR https://rockmech.whrsm.ac.cn/EN/Y2018/V37/I9/2189

[1] PECK R B. Deep excavations and tunneling in soft ground[C]// Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering. Mexico：[s. n.]，1969：225–290.
[2] ATTEWELL P B，FARMER I W. Ground deformations resulting from shield tunneling in London clay[J]. Canadian Geotechnical Journal，1974，11(3)：380–395.
[3] O′REILLY MP，NEW B M. Settlements above tunnels in the United Kingdom-their magnitude and prediction[C]// Proceeding of Tunnelling?82 Symposium. London：[s. n.]，1982：173–181.
[4] CLOUGH G W，LECA E. EPB shield tunneling in mixed face conditions[J]. Journal of geotechnical engineering，1993，119(10)：1 640–1 656.
[5] SUWANSAWAT S，EINSTEIN H H. Describing settlement troughs over twin tunnels using a super position technique[J]. Journal of Geotechnical and Geoenvironmental Engineering，2007，133(4)：445–468.
[6] MAIR R J. Tunnelling and geotechnics：new horizons[J]. Geotechnique，2008，58(9)：695–736.
[7] SAGASETA C. Analysis of undrained soil deformation due to ground loss[J]. Geotechnique，1987，37(3)：301–320.
[8] SCHMIDT B，SAGASETA C. Discussion：analysis of undrained soil deformation due to ground loss[J]. Geotechnique，1988，38(4)：647–649.
[9] VERRUIJT A，BOOKER J R. Surface settlements due to deformation of a tunnel in an elastic half plane[J]. Geotechnique，1996，46(4)：753–756.
[10] BOBET A. Analytical solutions for shallow tunnels in saturated ground[J]. Journal of Engineering Mechanics，2001，127(12)：1 258–1 266.
[11] PARK K H. Elastic solution for tunneling-induced ground movements in clays[J]. International Journal of Geomechanics，2004，4(4)：310–318.
[12] PARK K H. Analytical solution for tunnelling-induced ground movement in clays[J]. Tunnelling and Underground Space Technology，2005，20(3)：249–261.
[13] OSMAN A S，MAIR R J，Bolton M D. On the kinematics of 2D tunnel collapse in undrained clay[J]. Geotechnique，2006，56(9)：585–595.
[14] OSMAN A S，BOLTON M D，MAIR R J. Predicting 2D ground movements around tunnels in undrained clay[J]. Geotechnique，2006， 56(9)：597–604.
[15] PUZRIN A M，BURALND J B，STANDING J R. Simple approach to predicting ground displacements caused by tunneling in undrained anisotropic elastic soil[J]. Geotechnique，2012，62(4)：341–352.
[16] 梁荣柱，夏唐代，林存刚，等. 盾构推进引起地表变形及深层土体水平位移分析[J]. 岩石力学与工程学报，2015，34(3)：583–593.(LIANG Rongzhu，XIA Tangdai，LIN Cungang，et al. Analysis of ground surface displacement and horizontal movement of deep soils induced by shield advancing[J]. Chinese Journal of Rock Mechanics and Engineering，2015，34(3)：583–593.(in Chinese))
[17] 张治国，杨轩，宫剑飞，等. 复变函数法分析盾构隧道开挖引起的土体位移和衬砌变形[J]. 岩土工程学报，2017，39(9)：1 626–1 635. (ZHANG Zhiguo，YANG Xuan，GONG Jianfei，et al. Complex variable analysis of soil displacement and liner deformation induced by shield excavation[J]. Chinese Journal of Geotechnical Engineering，2017，39(9)：1 626–1 635.(in Chinese))
[18] 陈振建. 半无限饱和土内部作用集中力的初值解[J]. 水利水运科学研究，2000，(2)：33–38.(CHEN Zhenjian. Initial solution of semi-infinite saturated soil loaded by internal concentrated force[J]. Journal of Nanjing Hydraulic Research Institute，2000，(2)：33–38.(in Chinese))
[19] MCNAMME J，GIBSON R E. Displacement function and linear transform applied to diffusion through porous elastic media[J]. Quarterly Journal of Mechanics and Applied Mathematics，1960，13(1)：98–111.
[20] SCHIFFMAN R L，FUNGAROLI A A. Consolidation due to tangential loads[C]// Proceedings of the 6th International Conference on Soil Mechanics and Foundation Engineering. Montreal：[s. n.]，1965：188–192.
[21] SNEDDON I N. Fourier transforms[M]. New York：McGraw-Hill，1951：52–57.
[22] 许宏发，吴华杰，郭少平，等. 桩土接触面单元参数分析[J]. 探矿工程：岩土钻掘工程，2002，(5)：10–12.(XU Hongfa，WU Huajie，GUO Shaoping，et al. Study on the Parameters of Pile Soil Contact Surface Element[J]. Exploration Engineering：Rock and Soil Drilling and Tunneling，2002，(5)：10–12.(in Chinese))
[23] 林存刚. 盾构掘进地面隆陷及潮汐作用江底盾构隧道性状研究[博士学位论文][D]. 杭州：浙江大学，2014.(LIN Cungang. Research on shield tunneling-induced ground surface heave and subsidence and behavior of underwater shield-driven tunnels subject to tidal bores[Ph. D. Thesis][D]. Hangzhou：Zhejiang University，2014.(in Chinese))