[1] An Shao, Tao Lianjin, Bian Jin, et al. Study on anti-faulting design processof Urumqi subway line 2 tunnel crossing reverse fault [J]. Journal of Southeast University (English Edition), 2020, 36 (4): 425-435. [doi:10.3969/j.issn.1003-7985.2020.04.008]

Copy

Study on anti-faulting design processof Urumqi subway line 2 tunnel crossing reverse fault()

Share：

Journal of Southeast University (English Edition)[ISSN:1003-7985/CN:32-1325/N]

Volumn:

36

Issue:

2020 4

Page:

425-435

Research Field:

Civil Engineering

Publishing date:

2020-12-20

Info

Title:

Study on anti-faulting design processof Urumqi subway line 2 tunnel crossing reverse fault

Author(s):

An Shao¹;  Tao Lianjin¹;  2;  Bian Jin³

¹Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China
²Center of Cooperative Innovation for Beijing Metropolitan Transportation, Beijing University of Technology, Beijing 100124, China
³Maritime Engineering College, Guangdong Ocean University, Zhanjiang 524088, China

Keywords:

subway tunnel;  finite element method;  anti-faulting design process;  fault rupture surface;  buried depth;  flexible joint

PACS:

TU443

DOI:

10.3969/j.issn.1003-7985.2020.04.008

Abstract:

For the tunnel crossing active fault, the damage induced by fault movement is always serious. To solve such a problem, a detailed anti-faulting tunnel design process for Urumqi subway line 2 was introduced, and seven three-dimensional elastic-plastic finite element models were established. The anti-faulting design process included three steps. First, the damage of tunnel lining from different locations of fault rupture surfaces was analyzed. Then, the analysis of the effect on tunnel buried depth was given. Finally, the effect of the disaster mitigation method on the flexible joint was verified and the location of the flexible joint was discussed. The results show that when the properties of surrounding rock at the tunnel bottom grows soft, the tunnel deformation curve is smoother and tunnel damage induced by fault movement is less serious. The vertical displacement change ratio of secondary linings along the tunnel axis may be the main factor to cause shear damage to the tunnel. The interface between the hanging wall and fracture zone is defined as the most adverse fault rupture surface. The tunnel damage was reduced with the decrease in the tunnel buried depth as more energy was dissipated by overburden soil and the differential uplift zone of soil became more diffuse. The method of the flexible joint can reduce the tunnel damage significantly and the disaster mitigation effect of different locations on the flexible joint is different. The tunnel damage is reduced by the greatest degree when the flexible joint is located on the fault rupture surface.

References:

[1] Rockwood D, Garmire D. A new transportation system for efficient and sustainable cities: Development of a next generation variable speed moving walkway[J]. Sustainable Cities and Society, 2015, 14: 209-214. DOI:10.1016/j.scs.2014.09.005.
[2] Zhu P G, Tong X N, Chen L, et al. Influence of opening area ratio on natural ventilation in city tunnel under block transportation[J]. Sustainable Cities and Society, 2015, 19: 144-150. DOI:10.1016/j.scs.2015.07.015.
[3] Anastasopoulos I, Gazetas G. Foundation-structure systems over a rupturing normal fault: Part Ⅰ. Observations after the Kocaeli 1999 earthquake[J]. Bulletin of Earthquake Engineering. 2007, 5(3): 253-275. DOI:10.1007/s10518-007-9029-2.
[4] Cui G Y, Wang M N, Yu L. Study on the characteristics and mechanism of seismic damage for tunnel structures on fault rupture zone in Wenchuan seismic disastrous area[J]. China Civil Engineering Journal, 2013, 46(11):122-127.(in Chinese)
[5] Gao B, Wang Z Z, Yuan S, et al. Lessons learnt from damage of highway tunnels in Wenchuan earthquake[J]. Journal of Southwest Jiaotong University, 2009, 44(3):336-341.(in Chinese)
[6] Bray J D, Seed R B, Cluff L S, et al. Earthquake fault rupture propagation through soil[J]. Journal of Geotechnical Engineering, 1994, 120(3): 543-561. DOI:10.1061/(asce)0733-9410(1994)120:3(543).
[7] Lin M L, Chung C F, Jeng F S. Deformation of overburden soil induced by thrust fault slip[J]. Engineering Geology, 2006, 88(1/2): 70-89. DOI:10.1016/j.enggeo.2006.08.004.
[8] Anastasopoulos I, Gazetas G, Bransby M F, et al. Fault rupture propagation through sand: Finite-element analysis and validation through centrifuge experiments[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2007, 133(8): 943-958. DOI:10.1061/(asce)1090-0241(2007)133:8(943).
[9] Anastasopoulos I, Callerio A, Bransby M F, et al. Numerical analyses of fault-foundation interaction[J]. Bulletin of Earthquake Engineering, 2008, 6(4): 645-675. DOI:10.1007/s10518-008-9078-1.
[10] Fadaee M, Anastasopoulos I, Gazetas G, et al. Soil bentonite wall protects foundation from thrust faulting: Analyses and experiment[J]. Earthquake Engineering and Engineering Vibration, 2013, 12(3): 473-486. DOI:10.1007/s11803-013-0187-8.
[11] Prentice C S, Ponti D J. Coseismic deformation of the Wrights tunnel during the 1906 San Francisco earthquake: A key to understanding 1906 fault slip and 1989 surface ruptures in the southern Santa Cruz Mountains, California[J]. Journal of Geophysical Research: Solid Earth, 1997, 102(B1): 635-648. DOI:10.1029/96JB02934.
[12] Kontogianni V A, Stiros S C. Earthquakes and seismic faulting: Effects on tunnels[J]. Turkish Journal of Earth Sciences, 2003, 12(1): 153-156.
[13] Konagai K. Data archives of seismic fault-induced damage[J]. Soil Dynamics and Earthquake Engineering, 2005, 25(7/8/9/10): 559-570. DOI:10.1016/j.soildyn.2004.11.009.
[14] Burridge P B, Scott R F, Hall J F. Centrifuge study of faulting effects on tunnel[J]. Journal of Geotechnical Engineering, 1989, 115(7): 949-967. DOI:10.1061/(asce)0733-9410(1989)115:7(949).
[15] Lin M L, Jeng F S, Huang T H. A study on the damage degree of shield tunnels submerged in overburden soil during the thrust fault offset[C]//Proceedings of PVP2006 ASME Pressure Vessels and Piping Division Conference. Vancouver, BC, Canada, 2006:27-33.
[16] Liu X Z, Liu L L. Research on model experiment of effect of thrust fault with 75° dip angle stick-slip dislocation on highway tunnel[J]. Chinese Journal of Rock Mechanics and Engineering, 2011, 30(2):2524-2530.(in Chinese)
[17] Kiani M, Akhlaghi T, Ghalandarzadeh A. Experimental modeling of segmental shallow tunnels in alluvial affected by normal faults[J]. Tunnelling and Underground Space Technology, 2016, 51: 108-119. DOI:10.1016/j.tust.2015.10.005.
[18] Sun F B, Zhao B M, Yang Q Y, et al. Calculation formula and test verification for quantitative setting of combined seismic joint for tunnel through active fault[J]. China Railway Science, 2018, 39(2): 61-70.(in Chinese)
[19] Zhao K, Chen W Z, Yang D S, et al. Mechanical tests and engineering applicability offibre plastic concrete used in tunnel design in active fault zones[J]. Tunnelling and Underground Space Technology, 2019, 88: 200-208. DOI:10.1016/j.tust.2019.03.009.
[20] Shahidi A R, Vafaeian M. Analysis of longitudinal profile of the tunnels in the active faulted zone and designing the flexible lining(for Koohrang-Ⅲ tunnel)[J]. Tunnelling and Underground Space Technology, 2005, 20(3): 213-221. DOI:10.1016/j.tust.2004.08.003.
[21] Lin M L, Jeng F S, Wang H J. Response of soil and a submerged tunnel during a thrust fault offset based on model experiment and numerical analysis[C]//Proceedings of ASME Pressure Vessels and Piping Division Conference. Denver, Colorado, USA, 2005:313-316.
[22] Chung C F, Lin M L, Jeng F S, et al. A case study on the response of shield tunnel near a thrust fault offset[C]//Proceedings of Geotechnical Earthquake Engineering Satellite Conference. Osaka, Japan, 2005:723-731.
[23] Zhao Y, Guo E D, Lin X D. Damage analysis of urban metro tunnel under normal fault[J]. Journal of Shenyang Jianzhu university, 2016, 21(1): 61-68.(in Chinese)
[24] Cai Q P, Peng J M, Ng C W W, et al. Centrifuge and numerical modelling of tunnel intersected by normal fault rupture in sand[J]. Computers and Geotechnics, 2019, 111: 137-146. DOI:10.1016/j.compgeo.2019.03.010.
[25] Su J Y, Zhou X Y, Fan S R. seismic hazard analysis method for fault rupture and dislocation[J]. Earthquake Engineering and Engineering Vibration, 1993, 13(4):15-21.(in Chinese)
[26] Ministry of Transport of the People’s Republic of China. JTG D70—2004 Code for design of road tunnel [S]. Beijing, China: China Communications Press, 2004.(in Chinese)
[27] Ministry of Housing and Urban-Rural Development of the People’s Republic of China(MOHURD). GB50010—2010 Code for design of concrete structures [S]. Beijing, China: China Architecture & Building Press, 2010.(in Chinese)
[28] Amorosi A, Boldini D. Numerical modelling of the transverse dynamic behaviour of circular tunnels in clayey soils[J]. Soil Dynamics and Earthquake Engineering, 2009, 29(6): 1059-1072. DOI:10.1016/j.soildyn.2008.12.004.
[29] Tao L J, Hou S, Zhao X, et al. 3-D shell analysis of structure in portal section of mountain tunnel under seismic SH wave action[J]. Tunnelling and Underground Space Technology, 2015, 46: 116-124. DOI:10.1016/j.tust.2014.11.001.
[30] Yu H T, Chen J T, Bobet A, et al. Damage observation and assessment of the Longxi tunnel during the Wenchuan earthquake[J]. Tunnelling and Underground Space Technology, 2016, 54: 102-116. DOI:10.1016/j.tust.2016.02.008.
[31] Lubliner J, Oliver J, Oller S, et al. A plastic-damage model for concrete[J]. International Journal of Solids and Structures, 1989, 25(3): 299-326. DOI:10.1016/0020-7683(89)90050-4.
[32] Lee J, Fenves G L. Plastic-damage model for cyclic loading of concrete structures[J]. Journal of Engineering Mechanics, 1998, 124(8): 892-900. DOI:10.1061/(asce)0733-9399(1998)124:8(892).
[33] Sidoroff F. Description of anisotropic damage application to elasticity[M]//Physical Non-Linearities in Structural Analysis. Berlin: Springer, 1981: 237-244. DOI:10.1007/978-3-642-81582-9_35.
[34] Lin M L, Chung C F, Jeng F S, et al. The deformation of overburden soil induced by thrust faulting and its impact on underground tunnels[J]. Engineering Geology, 2007, 92(3/4): 110-132. DOI:10.1016/j.enggeo.2007.03.008.
[35] Shi S S. Shear strength, modulus of rigidity and Young’s modulus of concrete[J]. China Civil Engineering Journal, 1999, 32(2): 74-51.(in Chinese)
[36] Paul Z. Torsional strength of prestressed concrete members[J]. ACI Journal, 1961, 57(4):1337-1360.
[37] Chen G M, Teng J G, Chen J F. Finite-element modeling of intermediate crack debonding in FRP-plated RC beams[J]. Journal of Composites for Construction, 2011, 15(3): 339-353. DOI:10.1061/(asce)cc.1943-5614.0000157.
[38] Zant B, Planas J P. Fracture and size effect in concrete and other quasi-brittle materials[M]. CRC Press, 1998.
[39] Rots J G. Computational modeling of concrete fracture[D]. Delft, the Netherlands: Delft University of Technology, 1988.
[40] Ministry of Water Resources of the People’s Republic of China. SL 191—2018 Design code for hydraulic concrete structures[S]. China: China Water & Power Press, 2018.
[41] Hashash Y M A, Hook J J, Schmidt B, et al. Seismic design and analysis of underground structures[J]. Tunnelling and Underground Space Technology, 2001, 16(4): 247-293. DOI:10.1016/S0886-7798(01)00051-7.
[42] Sun F, Zhang Z Q, Qin C. Research on influence upon tunnel structure of metro line 1 in Urumqi forced by normal fault dislocation[J]. China Railway Science, 2019, 40(2): 55-63.(in Chinese)

Memo

Memo:

Biographies: An Shao(1991—), male, Ph.D. candidate; Tao Lianjin(corresponding author), male, doctor, professor, ljtao@ bjut.edu.cn.
Foundation items: The National Natural Science Foundation of China(No.41572276), the National Key Research and Development Program of China(No.2017YFC0805400).
Citation: An Shao, Tao Lianjin, Bian Jin. Study on anti-faulting design process of Urumqi subway line 2 tunnel crossing reverse fault[J].Journal of Southeast University(English Edition), 2020, 36(4):425-435.DOI:10.3969/j.issn.1003-7985.2020.04.008.

Common functions