Interaction of Excavated Tunnels by Earth Pressure Balance Machines and Sub-surface Obstacles; Case Study: Tehran Metro Line 7 | ||
| Journal of Mining and Environment | ||
| مقاله 14، دوره 12، شماره 3، مهر 2021، صفحه 799-814 اصل مقاله (7.08 M) | ||
| نوع مقاله: Original Research Paper | ||
| شناسه دیجیتال (DOI): 10.22044/jme.2021.10868.2061 | ||
| نویسندگان | ||
| D. Mohammadi1، 2؛ K. Shahriar* 1؛ D. Parsapour2 | ||
| 1Department of Mining Engineering, Amirkabir University of Technology, Tehran, Iran | ||
| 2Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran | ||
| چکیده | ||
| Tunneling in urban areas has always encountered many uncertainties, which if not considered in both analysis and design of the tunnels, will cause unexpected events during tunnel construction. Obstacles are among the most remarkable uncertainties in tunneling that affect the tunnel construction process. The obstacles in urban tunneling include municipal utilities, surface and sub-surface structures, channels, wells, storages, and unknown cavities. Tehran Metro Line 7 in Iran is no exception to the rule, and has been grappling with the obstacles. In this work, we investigate the effect of the existence of wells and unknown cavities in the zone of influence of excavated tunnels by EPBM. The innovation of this research work is in the EPB tunnel design encountering wells and cavities that are as risky as the adjacent underground structure. In this work, we use a numerical simulation of the 3D finite difference method (FDM) so a series of parametric studies based on the numerical model are examined using the well and unknown cavity geometry and their location relative to the tunnel in alluvium. According to the results obtained, a major disturbance occurs in the near field of the well–tunnel, and the interaction problem happens in front of the tunnel face. The numerical outcome indicates that the most critical state of the ground settlement by EPBM happens when the well and unknown cavity are located in the face of the tunnel. It is also proved that the ground behavior is different for each part of EPBM such as ahead of the face, cutter head, shield, and segmental lining parts. | ||
| کلیدواژهها | ||
| EPBM؛ Subsurface obstacle؛ Ground collapse؛ Settlement؛ Zone of influence | ||
| مراجع | ||
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[1]. US Department of Transportation Federal Highway Administration (FHWA). (2009). Technical Manual for Design and Construction of Road Tunnels Civil Elements.
[2]. ITA/AITES WG ‘‘Research”. (2007). Settlement induced by tunneling in Soft Ground. Tunneling and Underground Space Technology 22, pp. 119–149.
[3]. Brady, B.H.G. and Brown, E.T. (2006). Rock mechanics for underground mining, 3rd addition. Springer publisher, Netherland.
[4]. Sinha, R.S. (1989). Underground Structures-Design and Instrumentation. Elsevier, New York, p.199.
[5]. Migliazza, M., Chiorboli, M., and Giani G.P. (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, pp. 113-124.
[6]. Lu, D., Lin, Q., Tian, Y., Du, X., and Gong, Q. (2020). Formula for predicting ground settlement induced by tunneling based on Gaussian function, Tunneling and Underground Space Technology 103.
[7]. Peck, R.B. (1969). Deep excavation and tunneling in soft ground, State-of-the-art report. In Proc 7th int. conf. soil mechanics and found engineering, Mexico, pp. 225–290.
[8]. Oteo, C. and Moya, J.F., (1979). Estimation of the soil parameters of Madrid in relation to the tunnel construction. Proc 7th Euro conf. on soil mechanics and foundation engineering, Vol. 3, Brighton, pp. 239–47.
[9]. O’Reilly, M.P. and New, B.M. (1982). Settlements above tunnels in UK–their magnitude and prediction. Tunneling ’82, pp. 173–181.
[10]. Romo, M.P. and Diaz, C.M. (1981). Face stability and ground settlements in shield tunneling. In: Proc 10th int. conf. on soil mechanics and foundation engineering, Vol. 1, Stockholm, pp. 357–60.
[11]. Attewell, P.B. and Woodman, J.P. (1982). Predicting the dynamics of ground settlements and its derivatives by tunneling in soil. Ground Eng., 15(8), pp. 13–22.
[12] Sagaseta, C., Moya, J.F. and Oteo, C. (1980). Estimation of ground subsidence over urban tunnels. In: Proceeding of 2nd Conference on Ground Movement and Structure, Cardiff, pp. 331–344.
[13]. Verruijt, A. and Booker, J.R. (1996). Surface settlements due to deformation of a tunnel in an elastic half plane. Géotechnique, 46(4), pp.753–6.
[14]. Loganathan, N. and Poulos, H.G. (1998). Analytical prediction for tunneling-induced ground movements in clays. J. Geotech. Geoenviron. Eng. ASCE, 124(9), pp 846–56.
[15]. Park, K.H. (2005). Analytical solution for tunneling-induced ground movements in clays. Tunneling and Underground Space Technology 20, pp. 249–61.
[16]. Afifipour, M., Sharifzadeh, M., Shahriar, K. and Jamshidi, H. (2011). Interaction of twin tunnels and shallow foundation at Zand underpass, Shiraz metro, Iran. Tunneling and Underground Space Technology 26, pp. 356–363.
[17]. Chen, Sh.L., Gui, M.W. and Yang, M.C. (2012). Applicability of the principle of superposition in estimating ground surface settlement of twin- and quadruple-tube tunnels. Tunneling and Underground Space Technology 28, pp. 135–149.
[18]. Chakeri, H., Ozcelik, Y. and Unver, B. (2013). Effects of important factors on surface settlement prediction for metro tunnel excavated by EPB, Tunneling and Underground Space Technology 36, pp. 14–23.
[19]. Meng, F., Chen, R. and Kang, X. (2018). Effects of tunneling-induced soil disturbance on the post-construction settlement in structured soft soils, Tunneling and Underground Space Technology 80, pp. 53–63.
[20] Sharghi, M., Chakeri, H. and Ozcelik, Y. (2017). Investigation into the effects of two component grout properties on surface settlements, Tunneling and Underground Space Technology 63, pp. 205–216.
[21]. Nickakhtar, L., Zare, Sh. and Mirzaei-Nasirabad, H. (2020). Numerical Modelling of Backfill Grouting Approaches in EPB Tunneling. Journal of Mining and Environment (JME), Vol. 11, No. 1, pp. 301-314.
[22]. Kavvada, M., Litsa, D., Vazaio, I. and Fortsakis, P. (2017). Development of a 3D finite element model for shield EPB tunneling, Tunneling and Underground Space Technology 65, pp. 22–34.
[23]. Ochmański, M., Spacagna, R. and Modoni, G. (2020). 3D numerical simulation of consolidation induced in soft ground by EPB technology and lining defects, Computers and Geotechnics 128.
[24]. Shivaei, S., Hataf, N. and Pirastehfar, K., (2020). 3D numerical investigation of the coupled interaction behavior between mechanized twin tunnels and groundwater–A case study: Shiraz metro line 2, Tunneling and Underground Space Technology 103.
[25]. Mu, B., Xie, X., Li, X., Li, J., Shao, C., znd Zhao, J. (2021). Monitoring, modelling and prediction of segmental lining deformation and ground settlement of an EPB tunnel in different soils, Tunneling and Underground Space Technology 113.
[26]. Civil Engineering and Development Department (CEDD). (2015). Catalogue of Notable Tunnel Failures-Case Histories (up to April 2015). The government of the Hong Kong special administrative region.
[27]. Mohammadi, D., Fahimifar, A., and Parsapour, D. (2019). Investigating the effects of earth-pressure-balance tunneling on retaining wall in urban areas; case study: Tehran metro line 7, 13th Iranian Tunneling Conference entitled ““New Horizons in Tunneling”.
[28]. Gong, C., Ding, W., and Xie, D. (2020). Twin EPB tunneling-induced deformation and assessment of a historical masonry building on Shanghai soft clay, Tunneling and Underground Space Technology 98.
[29]. Zhang, Z., Huang, M., Wang, W. (2013). Evaluation of deformation response for adjacent tunnels due to soil unloading in excavation engineering, Tunneling and Underground Space Technology 38, pp. 244–253.
[30]. Liang, R., Xia, T., Hong, Y., and Yu, F. (2016). Effects of above-crossing tunneling on the existing shield tunnels, Tunneling and Underground Space Technology 58, pp. 159–176.
[31]. Eslami, B. and Golshani, A. (2017). Performance of CAPS Method Considering its Interaction with Adjacent Structures–The Q7 Station of Tehran Metro Line 7, International Journal of Geoengineering Case histories, Vol. 4, Issue 3, pp.147-161.
[32]. Haibin, H., Hao, C., and Jubo, Z. (2014). The Influence of Foundation Excavation on the Existing Metro Tunnel in Complicated Environment, EJGE.
[33]. Hou, Y., Fang, Q., Zhang, D., and Wong, L. (2015). Excavation failure due to pipeline damage during shallow tunneling in soft ground, Tunneling and Underground Space Technology 46, pp. 76–84.
[34]. Ayaydin, N. (2001). Istanbul Metro collapse investigations, World Tunneling.
[35]. Siow, M.T. (2006). Geotechnical aspects of the SMART tunnel. International Conference and Exhibition on Trenchless Technology and Tunneling, Malaysia.
[36]. Lyu, C., Yu, L., Wang, M., Xia, P. and Sun, Y. (2020). Upper bound analysis of collapse failure of deep tunnel under karst cave considering seismic force, Soil Dynamics and Earthquake Engineering 132.
[37]. Ou, G., Jiao, Y., Zhang, G., Zou, J., Tan, F. and Zhang, W. (2021). Collapse risk assessment of deep-buried tunnel during construction and its application, Tunneling and Underground Space Technology (115).
[38]. Liang, R., Xia, T., Hong, Y. and Yu, F. (2016). Effects of above-crossing tunneling on the existing shield tunnels. Tunneling and Underground Space Technology 58, pp. 159–176.
[39]. Rieben, E.H. (1966). Geological Observation on Alluvial Deposits in Northern Iran. Geological Organization of Iran, Report, pp.9-39.
[40]. Fakher, A., Cheshomi, A. and Khamechiyan M. (2007). The addition of geotechnical properties to a geological classification of coarse-grained alluvium in a pediment zone. Quarterly Journal of Engineering Geology and Hydrogeology, Vol. 40, pp. 163-174. | ||
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