Abstract
Tunnels are the most important components of infrastructure, as they play an important role in public transport, water transport, and hydroelectric power generation. The tunnel industry has long believed that tunnels are safe from any seismic activity. Recent rigorous damage to tunnels has proven the, unlike scenario.
Several case histories raised the concern for the safety of underground structures. Examples include Chi-Chi Earthquake in Taiwan (1999), Wenchuan Earthquake in Sichuan (2008), Nepal Earthquake (2011, 2015) and Sikkim earthquake (2011). At
this point, it will be prudent to understand the seismic performance of rock support systems while designing tunnels. The need for more power plants has led to significant amount of hydroelectric tunnelling work in the Himalayan region. The challenges for tunnelling in Himalayan region are enormous owing to the
heterogeneous geology and the high seismic activity. The analysis and understanding of the prevalent rock mass in such areas are a challenge and necessary for the successful execution of tunnelling project. A tunnel construction typically consists of the ground support system and the tunnel lining construction. The effect of
earthquake activity is measured only after there is a static design available. The main aim of this thesis is to provide a simplistic design approach as an effective mechanism for engineers to design tunnel support. This study explores the effects of earthquakes on the tunnel lining. The analyses are carried out to understand the
effect of rockmass quality ‘Q’, size of tunnels, effect of discontinuities on the seismic performance of tunnel lining. In this thesis an attempt is made to improve the current design approach for the support design of tunnel using Q system and expected PGA values at the tunnel site. For this, case study of three hydropower
tunnels from India has been selected: 1) (4111 MW) Vishnugarh Pipalkoti hydropower project (Uttarakhand), 2) 450 MW Shongtong Karcham hydroelectric project (Himachal Pradesh), and 3) 37.5 MW Parnai hydroelectric project (Jammu and Kashmir). Seismic parameters have been evaluated by carrying out probabilistic
seismic hazard assessment (PSHA) for these specific sites.
This study uses pseudo-static to understand tunnel behavior in static and seismic cases. It is found that axial force increases with rock mass quality Q and tunnel size. Three sedimentary rock mass classes are modelled with different geo-mechanical parameters determined empirically. The study used Phase2 version 8.0 numerical programme, which is frequently used to understand tunnel seismic response. In this study, a tunnel model with diameters of 6, 12, 18, and 24 m was assessed at a depth
of 100 m surrounded by rock masses with Q values ranging from 1 to 30 . As a result of such an analysis, researchers and field engineers can account for a continuum's seismic response. A parametric study was conducted to assess the seismic activity of
tunnels with discontinuities in a fragmented geological setting with high overburden. Determining the influence of joint orientation, spacing, friction, and stiffness on the dynamic forces developed in a liner requires numerous pseudo-static finite element analyses. The role of joint stiffness and shear strength in the tunnel response was
found to be critical. Reduced joint dip angles improved tunnel stability, as observed in the field. For competent rocks with joints, neither seismicity nor joint orientation had an effect on tunneling. However, the weak rock mass deforms and is affected regardless of joint position. The results agreed with the Norwegian Rock Index
System (Q) and Bhasin et al. (2006) earlier tests. It is necessary to modify the current Q-system tunnel design chart to use Qseismic
instead of Qstatic to achieve the new support system. Barton (1984) advised halving the Q value. However, here it is suggested that Qseismic = Qstatic, where ‘’ is a coefficient mostly reliant on the PGA and the rock mass quality Q, respectively. It is
hypothesized that ‘’ depends on other qualities of the rock mass, the size of the tunnel, and the parameters of the shotcrete liner. There is a strong correlation between tunnel deterioration and the Peak ground Acceleration (PGA). Increases in PGA put more strain on the tunnel's liner. There is a correlation developed between
‘’ and PGA for the three case study locations with varying seismic stress. For the optimistic design of the tunnel support system, the proposed research observation is also used to design a key tool for evaluating the support system for Himalayan tunnel
projects.