地層剪力波速是衡量地盤特性之指標，實務上沿著隧道行進方向，可能發生地層剪力波速急遽變化。由文獻得知，勁度均勻之潛盾隧道前後段進入不同剪力波速地層，會發生受震反應不同之情形，使單一地震施予隧道不同強度作用力並造成負面影響。本研究將潛盾機開挖過程納入模擬，並考量土壤與結構互制作用，以地層與隧道勁度比定義不同剪力波速地層中隧道受震之彎矩變化，並延伸分析潛盾隧道對不同剪力波速地層之影響特徵，以初步探討潛盾隧道在不同剪力波速地層中之受震行為。
本研究應用三維有限差分數值軟體FLAC3D靜態及動態完全非線性模擬，先模擬潛盾工法施工輪進建立隧道模型，再將單一地盤假定成比例變化之剪力波速，並個別施加兩種不同大小且垂直隧道軸向之水平地震力，再建立無隧道模型與隧道模型相比較。
分析結果顯示：(1) 不同剪力波速地層會改變潛盾隧道之存在對土層及地表建物的影響程度，其中可分為剪力波速直接影響與峰值加速度主導的間接影響。(2) 勁度比對潛盾隧道受地震力作用的影響程度極大，在實務上設計隧道襯砌時，應避免全以提升勁度的方式作為耐震設計。
關鍵字：數值分析、潛盾隧道、剪力波速、勁度比、受震反應

Shear wave velocity is an index to measure the hardness of the ground. In practice, along the longitudinal direction of shallow tunnel, sharp transitions in shear wave velocity of ground may occur. This study considers the interaction of soil and structure, and the stiffness ratio of ground and tunnel is used to define the influence of tunnel moment under earthquake. Preliminary analysis of the impact of shield tunnels on ground with different shear wave velocity, and the seismic behavior of shield tunnel in ground with different shear wave velocity.
In this study, the 3D FDM software FLAC3D was used for static and dynamic fully nonlinear simulations. Simulate excavation first, then set different shear wave velocity at the ground, and input two shear waves with different peak accelerations for comparison.
According to the results of numerical analysis, the following conclusions can be obtained: (1) Different shear wave velocity will affect the impact of shield tunnels on soil and surface structures, which can be divided into direct effects and indirect effects dominated by peak acceleration. (2) The stiffness ratio has a great influence on the seismic force of the shield tunnel. When designing the tunnel lining in practice, the method of increasing the stiffness of the lining can’t be the only method of seismic design. Keyword: Numerical Analysis, Shield tunnel, Shear wave velocity, Stiffness ratio, Seismic response.

[1] Pan, H. K., and Wang, G.B., and Wang, Y.X.. “Preliminary Analysis of the Influence of Longitudinal Non-Uniform Distribution of Soil Parameters on the Seismic Response of a Shield Tunnel.” China Earthquake Engineering Journal, vol. 37, no. 3, Sept. 2015.
[2] Yu, Haitao, and Zhang, Zhengwei, and Chen, Juntao, and Bobet, Antonio, and Zhao, Mi, and Yuah, Yong. “Analytical Solution for Longitudinal Seismic Response of Tunnel Liners with Sharp Stiffness Transition.” Tunnelling and Underground Space Technology, vol. 77, July 2018, pp. 103–114.
[3] Wang, J.N.. Seismic Design of Tunnel-A simple State-of-the-Art Design Approach. Parsons Brinckerhoff Quade & Douglas Inc., 1993.
[4] Wang, J.N., and Munfakh, G.A. “Seismic Design of Tunnels.” Transactions on the Built Environment, vol. 57, 2001, pp. 589–598.
[5] Hashash, Youssef M.A., and Hook, Jeffrey J., and Schmidt, Birger, and Yao, John I-Chiang. “Seismic Design and Analysis of Underground Structures.” Tunnelling and Underground Space Technology, vol. 16, no. 4, Oct. 2001, pp. 247–293.
[6] Peck, R.B., and Hendron, A.J., and Mohraz, B.. “State of the Art of Soft-Ground Tunneling.” International Proceedings of the North American Rapid Excavation and Tunneling Conference, vol. 1, 1972, pp. 259–286.
[7] Schwartz, C.W., and Einstein, H.H.. Improved Design of Tunnel Supports: Volume 1 - Simplified Analysis for Ground-Structure Interaction in Tunneling. DOT-TSC-UMTA-80-27-I, United States. Urban Mass Transportation Administration, 1980.
[8] Sliteen, I., and Mroueh, H., and Sadek, M.. “Three-Dimensional Modeling of the Behavior of Shallow Tunnel under Seismic Loading.” 20eme Congres Francais de Mechanique (CFM2011), 2011.
[9] Do, N., and Dias, D., and Oreste, P., and Maigre, I.. “Behaviour of Segmental Tunnel Linings under Seismic Loads Studied with the Hyperstatic Reaction Method.” Soil Dynamics and Earthquake Engineering, vol. 79, 2015, pp. 108–117.
[10] Shahrour, I., and Khoshnoudian, F., and Sadek, M., and Mroueh, H.. “Elastoplastic Analysis of the Seismic Response of Tunnels in Soft Soils.” Tunnelling and Underground Space Technology, vol. 25, no. 4, July 2010, pp. 478–482.
[11] Martino, J.B., and Chandler, N.A.. “Excavation-Induced Damage Studies at the Underground Research Laboratory.” International Journal of Rock Mechanics and Mining Sciences, vol. 41, no. 8 SPEC.ISS., 2004, pp. 1413–1426.
[12] Sato, T., and Kikuchi, T., and Sugihara, K.. “In-Situ Experiments on an Excavation Disturbed Zone Induced by Mechanical Excavation in Neogene Sedimentary Rock at Tono Mine, Central Japan.” Engineering Geology, vol. 56, no. 1–2, Apr. 2000, pp. 97–108.
[13] Cai, M., and Kaiser, P.K.. “Assessment of Excavation Damaged Zone Using a Micromechanics Model.” Tunnelling and Underground Space Technology, vol. 20, no. 4, July 2005, pp. 301–310.
[14] Babendererde, T., and Elsner, P.. “Keeping the Face Support in Soft Ground TBM Tunnelling.” Geotechnical Aspects of Underground Construction in Soft Ground - Proceedings of the 8th Int. Symposium on Geotechnical Aspects of Underground Construction in Soft Ground, TC204 ISSMGE - IS-SEOUL 2014, 2014, pp. 531–537.
[15] Salvatore, M., and Lillis, A. de. “Predicted and Observed Settlements Induced by the Mechanized Tunnel Excavation of Metro Line C near S. Giovanni Station in Rome.” Tunnelling and Underground Space Technology, vol. 86, Apr. 2019, pp. 236–246.
[16] 胡庭豪，捷運工程技術服務之回顧與展望，中興工程季刊，2010，第107期，p. 303-327。
[17] Ghaboussi, J., and Gioda, G.. “On the Time-Dependent Effects in Advancing Tunnels.” International Journal for Numerical & Analytical Methods in Geomechanics, vol. 1, 1977, pp. 249–269.
[18] Anagnostou, G., and Linard, C., and Ramoni, M.. “About the Advancing Face – Spatial Effects in Tunnel Engineering.” Rocksoil’s 30th Anniversary Conference / The Evolution of Design and Construction Approaches in the Field of Underground Projects, Oct. 2009.
[19] Ramoni, M., and Anagnostou, G.. “On the Feasibility of TBM Drives in Squeezing Ground.” Tunnelling and Underground Space Technology, vol. 21, no. 3–4, May 2006, p. 262.
[20] Ramoni, M., and Anagnostou, G.. “The Effect of Advance Rate on Shield Loading in Squeezing Ground.” Proceedings of the 33rd ITA-AITES World Tunnel Congress - Underground Space - The 4th Dimension of Metropolises, vol. 1, May 2007, pp. 673–677.
[21] Vonk, M.. Grouting the tail void: Analysis of the tail void grouting process at the North/South line. M.S., Delft University of Technology, Delft, 2020.
[22] Wang, Zhenhua, and Ma, Zongyuan, and Dang, Faning. “Seismic Response Analysis of Soil Layer Using Equivalent Linear or Nonlinear Method.” Journal of Xi an University of Technology, vol. 29, no. 4, 2013, pp. 421–427.
[23] Yang, Yusheng, and Yu, Haitao, and Yuan, Yong. “Comparative Study on Several Soil Ground Simulation Schemes in Seismic Analysis of Underground Structures.” Journal of Disaster Prevention and Mitigation Engineering, vol. 39, no. 2, Apr. 2019, pp. 244–257.
[24] FLAC3D Fast Lagrangian Analysis of Continua in 3Dimensions. 2.1, Itasca Consulting Group, Inc., 2002.
[25] Proshake Ground Response Analysis Program User’s Manual. 2.0, EduPro Civil Systems, Inc., 2017.
[26] Xiong, L. X., and Li, T.B., and Liu, Yong. “Numerical Simulation of Seismic Response at the Entrance of the Unsymmetrical Loading Tunnel.” Journal of Geomechanics, vol. 13, no. 3, Sept. 2007.
[27] 陳伯興，余旭洲，潛盾隧道受鄰近工區近接施工影響評估及分析，捷運技術半年刊，2014，第48期，p. 213-234.。
[28] Hasanpour, R., and Rostami, J., and Unver, B.. “3D Finite Difference Model for Simulation of Double Shield TBM Tunneling in Squeezing Grounds.” Tunnelling and Underground Space Technology, vol. 40, Feb. 2014, pp. 109–126.
[29] Liu, Yaoru, and Hou, Shaokang, and Li, Chaoyi, and Zhou, Haowen, and Jin, Feng, and Qin, Pengxiang, and Yang, Qiang. “Study on Support Time in Double-Shield TBM Tunnel Based on Self-Compacting Concrete Backfilling Material.” Tunnelling and Underground Space Technology, vol. 96, 2020.
[30] 臺北市政府捷運工程局，土木工程設計準則 (2019 年1 月版)，2019。
[31] 熊彬成，曾世雄，軟弱土壤中潛盾隧道開挖引致之土體及鄰房反應，行政院國家科學委員會專題研究計畫成果報告，2005。
[32] Vucetic, M., and Dobry, R.. “Effects of Soil Plasticity on Cyclic Response.” Journal of Geotechnical Engineering, vol. 117, no. 1, 1991, pp. 89–107.
[33] Xu, R., and Fatahi, B. “Three Dimensional Numerical Analysis of Seismic Soil-Structure Interaction Considering Soil Plasticity.” 6th International Co Nference on Earthquake Geotechnical Engineering, Nov. 2015, pp. 1–4.
[34] Dobry, R., et al. “Simplified Procedures for Estimating the Fundamental Period of a Soil Profile.” Bulletin of the Seismological Society of America, vol. 66, no. 4,August 1976, pp. 1293–1321.
[35] 中華民國內政部營建署，建築物耐震設計規範及解說(94版)，2011。
[36] 翁孟嘉，蔡明欣，冀樹勇，陳錦清，地震時潛盾隧道與既有建築物之互制行為，第11屆大地工程學術研究討論會，2005。
[37] Mazaheri, A., and Seifabad, C. M., and Mahdavi, S., and Dehghani, B.. “Seismic Sensitivity Analysis of Rigidity and Thickness of Tunnel Lining by Using Ground_Structure Interaction Method Case Study: Roudbar Lorestan Dam.” Geotechnical and Geological Engineering, vol. 39, 2, 2021, pp. 1557–1582.
[38] 陳正勳，岩石隧道受震行為及襯砌破壞機制之研究，博士，土木工程　　　　　　
　學研究所，國立台灣大學，2010。