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Abstract: This paper focuses on the ground settlement induced by the construction of a curved shield tunnel. ground loss and construction loadings are the two factors causing ground settlement, and two corresponding analytical models were developed. First, the ground settlement due to ground loss was analyzed based on 3D image theory. The “integrative gap at shield tail” (IGST) and overcutting gap of a curved tunnel were considered. Second, the ground settlement due to construction loadings was analyzed by modifying mindlin’;s solutions. The additional thrust, frictional force, and grouting pressure were considered. Subsequently, a case study and a parameter analysis were conducted. Finally, the obtained solutions were compared with a classical analytical solution, numerical simulations, and monitored results. The proposed model could effectively predict the ground settlement induced during curved shield tunneling.

曲线盾构隧道施工中土体损失和施工荷载引起地层沉降的理论解析

[1]Alonso EE, Josa A, Ledesma A, 1984. Negative skin friction on piles: a simplified analysis and prediction procedure. Géotechnique, 34(3):341-357.

[2]Alsahly A, Stascheit J, Meschke G, 2016. Advanced finite element modeling of excavation and advancement processes in mechanized tunneling. Advances in Engineering Software, 100:198-214.

[3]Attewell PB, Woodman JP, 1982. Predicting the dynamics of ground settlement and its derivatives caused by tunnelling in soil. Ground Engineering, 15(8):13-22.

[4]Attewell PB, Yeates J, Selby AR, 1987. Soil movements induced by tunnelling and their effects on pipelines and structures: P. B. Attewell, J. Yeates, and A. R. Selby. Blackie & Son Ltd. 1986. 352 pp. £37.00. Tunnelling and Underground Space Technology, 2(1):102.

[5]Chi SY, Chern JC, Lin CC, 2001. Optimized back-analysis for tunneling-induced ground movement using equivalent ground loss model. Tunnelling and Underground Space Technology, 16(3):159-165.

[6]Festa D, Broere W, Woude S, et al., 2012. Tunnel-boring process in urban environment: modeling for reliability— a kinematic study. In: Viggiani G (Ed.), Geotechnical Aspects of Underground Construction in Soft Ground. CRC Press, London, UK, p.813-818.

[7]González C, Sagaseta C, 2001. Patterns of soil deformations around tunnels. Application to the extension of Madrid Metro. Computers and Geotechnics, 28(6-7):445-468.

[8]Huynh TN, Chen J, Sugimoto M, 2016. Analysis on shield operational parameters to steer articulated shield. Japanese Geotechnical Society Special Publication, 2(42):1497-1500.

[9]Jiang X, Zhang XH, Chen A, et al., 2018. Ground surface deformation analysis of quasi rectangular EPB shield tunneling. Proceedings of GeoShanghai 2018 International Conference, p.103-111.

[10]Jiang XL, Zhao ZM, 2005. 3-D analytical method used to calculate shield tunneling induced soil displacements. Journal of Huazhong University of Science and Technology (Urban Science Edition), 22(2):1-4 (in Chinese).

[11]Kasper T, Meschke G, 2006. On the influence of face pressure, grouting pressure and TBM design in soft ground tunnelling. Tunnelling and Underground Space Technology, 21(2):160-171.

[12]Kavvadas M, Litsas D, Vazaios I, et al., 2017. Development of a 3D finite element model for shield EPB tunnelling. Tunnelling and Underground Space Technology, 65:22-34.

[13]Kong FC, Lu DC, Du XL, et al., 2019. Elastic analytical solution of shallow tunnel owing to twin tunnelling based on a unified displacement function. Applied Mathematical Modelling, 68:422-442.

[14]Lambrughi A, Rodríguez LM, Castellanza R, 2012. Development and validation of a 3D numerical model for TBM-EPB mechanised excavations. Computers and Geotechnics, 40:97-113.

[15]Lee KM, Rowe RK, Lo KY, 1992. Subsidence owing to tunnelling. I. Estimating the gap parameter. Canadian Geotechnical Journal, 29(6):929-940.

[16]Li PF, Wang F, Fan LF, et al., 2019a. Analytical scrutiny of loosening pressure on deep twin-tunnels in rock formations. Tunnelling and Underground Space Technology, 83:373-380.

[17]Li PF, Wang F, Zhang CP, et al., 2019b. Face stability analysis of a shallow tunnel in the saturated and multilayered soils in short-term condition. Computers and Geotechnics, 107:25-35.

[18]Li PF, Zou HH, Wang F, et al., 2020. An analytical mechanism of limit support pressure on cutting face for deep tunnels in the sand. Computers and Geotechnics, 119:103372.

[19]Li SH, Li PF, Zhang MJ, et al., 2020. Influence of approaching excavation on adjacent segments for twin tunnels. Applied Sciences, 10(1):98.

[20]Li W, Zhang CP, Zhu WJ, et al., 2019. Upper-bound solutions for the face stability of a non-circular NATM tunnel in clays with a linearly increasing undrained shear strength with depth. Computers and Geotechnics, 114:103136.

[21]Liang RZ, Xia TD, Lin CG, et al., 2015. Analysis of ground surface displacement and horizontal movement of deep soils induced by shield advancing. Chinese Journal of Rock Mechanics and Engineering, 34(3):583-593 (in Chinese).

[22]Lin CG, Xia TD, Liang RZ, et al., 2014. Estimation of shield tunnelling-induced ground surface settlements by virtual image technique. Chinese Journal of Geotechnical Engineering, 36(7):1438-1446 (in Chinese).

[23]Lo KY, Ng RMC, Rowe RK, 1984. Predicting settlement due to tunnelling in clay. Proceedings of the Tunnelling in Soil and Rock, ASCE Geotech III Conference, p.46-76.

[24]Loganathan N, Poulos HG, 1998. Analytical prediction for tunneling-induced ground movements in clays. Journal of Geotechnical and Geoenvironmental Engineering, 124(9):846-856.

[25]Lu DC, Kong FC, Du XL, et al., 2019. A unified displacement function to analytically predict ground deformation of shallow tunnel. Tunnelling and Underground Space Technology, 88:129-143.

[26]Lu LH, Sun JC, Zhou GF, et al., 2018. Research on the surface deformation prediction for curved shield construction in clay stratum. Journal of Railway Engineering Society, 35(5):99-105 (in Chinese).

[27]Mair RJ, Taylor RN, Bracegirdle A, 1993. Subsurface settlement profiles above tunnels in clays. Géotechnique, 43(2):315-320.

[28]Migliazza M, Chiorboli M, Giani GP, 2009. Comparison of analytical method, 3D finite element model with experimental subsidence measurements resulting from the extension of the Milan underground. Computers and Geotechnics, 36(1-2):113-124.

[29]Mindlin RD, 1936. Force at a point in the interior of a semi-infinite solid. Journal of Applied Physics, 7(5):195-201.

[30]Ng RMC, Lo KY, Rowe RK, 1986. Analysis of field performance—the Thunder Bay tunnel. Canadian Geotechnical Journal, 23(1):30-50.

[31]Peck RB, 1969. Deep excavations and tunneling in soft ground. Proceedings of the 7th International Conference on Soil Mechanics and Foundations, p.225-290.

[32]Pinto F, Whittle AJ, 2014. Ground movements due to shallow tunnels in soft ground. I: analytical solutions. Journal of Geotechnical and Geoenvironmental Engineering, 140(4):04013040.

[33]Potyondy JG, 1961. Skin friction between various soils and construction materials. Géotechnique, 11(4):339-353.

[34]Sagaseta C, 1987. Analysis of undraind soil deformation due to ground loss. Géotechnique, 37(3):301-320.

[35]Sagaseta C, 1988. Discussion: analysis of undrained soil deformation due to ground loss. Géotechnique, 38(4):647-649.

[36]Sigl O, Atzl G, 1999. Design of bored tunnel linings for Singapore MRT North East Line C706. Tunnelling and Underground Space Technology, 14(4):481-490.

[37]Sugimoto M, Sramoon A, Konishi S, et al., 2007. Simulation of shield tunneling behavior along a curved alignment in a multilayered ground. Journal of Geotechnical and Geoenvironmental Engineering, 133(6):684-694.

[38]Tang XW, Zhu J, Liu W, et al., 2010. Research on soil deformation during shield construction process. Chinese Journal of Rock Mechanics and Engineering, 29(2):417-422 (in Chinese).

[39]Verruijt A, Booker JR, 1996. Surface settlements due to deformation of a tunnel in an elastic half plane. Géotechnique, 46(4):753-756.

[40]Wang HN, Wu L, Jiang MJ, et al., 2018. Analytical stress and displacement due to twin tunneling in an elastic semi-infinite ground subjected to surcharge loads. International Journal for Numerical and Analytical Methods in Geomechanics, 42(6):809-828.

[41]Wei G, Hong J, Wei XJ, 2012. Research on three-dimensional soil deformation induced by Double-O-Tube shield tunneling. Disaster Advances, 5(4):4-8.

[42]Wei G, Pang SY, Zhang SM, 2013. Prediction of ground deformation induced by double parallel shield tunneling. Disaster Advances, 6(13):91-98.

[43]Wongsaroj J, Borghi FX, Soga K, et al., 2005. Effect of TBM driving parameters on ground surface movements on Channel Tunnel Rail Link Contract 220. Proceedings of the 5th International Symposium on Geotechnical Aspects of Underground Construction in Soft Ground, p.335-341.

[44]Zhang MJ, Li SH, Li PF, 2020. Numerical analysis of ground displacement and segmental stress and influence of yaw excavation loadings for a curved shield tunnel. Computers and Geotechnics, 118:103325.

[45]Zhang QQ, Li SC, Li LP, et al., 2013. Simplified method for settlement prediction of pile groups considering skin friction softing and end resistance hardening. Chinese Journal of Rock Mechanics and Engineering, 32(3):615-624 (in Chinese).

[46]Zhang XH, Chen JX, Bai Y, et al., 2018. Ground surface deformation induced by quasi-rectangle EPB shield tunneling. Journal of Zhejiang University (Engineering Science), 52(2):317-324 (in Chinese).

[47]Zhang ZG, Huang MS, 2014. Geotechnical influence on existing subway tunnels induced by multiline tunneling in Shanghai soft soil. Computers and Geotechnics, 56:121-132.

[48]Zheng G, Lu P, Diao Y, 2015. Advance speed-based parametric study of greenfield deformation induced by EPBM tunneling in soft ground. Computers and Geotechnics, 65:220-232.

[49]Zhu JF, Xu RQ, Liu GB, 2014. Analytical prediction for tunnelling-induced ground movements in sands considering disturbance. Tunnelling and Underground Space Technology, 41:165-175.