Face Stability and Reinforcement of the Tunnel in Weak Surrounding Rock
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ORIGINAL PAPER
Face Stability and Reinforcement of the Tunnel in Weak Surrounding Rock Xuxin Chen . Ping He . Dumin Yan . Aoxiang Nie
Received: 24 March 2020 / Accepted: 19 May 2020 Ó Springer Nature Switzerland AG 2020
Abstract According to the influence of surrounding rock levels and buried depths on the face stability of the tunnel. A stability analysis model of the full-face tunnel with weak surrounding rock is established based on the finite element method (FEM) and the Drucker-Prager yield criterion. The results indicate that the plastic failure zone gradually expands with the increase of the buried depths, and the plastic failure zone was penetrated and expanded to the inside away from the tunnel face. When the buried depths reach a certain depth, the plastic failure zone of surrounding rock tends to be stable, and the relationship between the plastic failure depths of the tunnel face and the buried depth is established. The overlap of the Glass Fiber Reinforcement Anchor (GFRA) is a critical aspect for the stability of tunnel face. Therefore, a practical method of determining the overlap length of the glass fiber reinforcement anchor in the tunnel face is proposed. The Ma Weishan tunnel is used as the X. Chen (&) P. He Tunneling and Underground Engineering Research Center of Ministry of Education, Beijing Jiaotong University, Beijing 100044, China e-mail: [email protected] D. Yan The 3rd Engineering Co., Ltd. of China, Railway 12th Bureau Group, Taiyuan 030024, China A. Nie Beijing General Municipal Engineering Design and Research Institute Co., Ltd, Beijing 100044, China
engineering background, the overlap length of the glass fiber anchor is determined under the conditions of the IV and V surrounding rock levels. Keywords Surrounding rock levels Buried depths Face stability Overlap length
1 Introduction At present, with the continuous expansion of the tunnel excavation section, the stability analysis of the tunnel face has become a key issue with the construction process of tunnel. Especially with the application of the full-section excavation method for large-section tunnels, the stability of the tunnel face is not only affected by geology conditions, and the impact of the environment and construction methods improve the complexity of the tunnel stability analysis, including different types of surrounding rock and the buried depths of the tunnel (Rahmani et al. 2012; Solak et al. 2009; Wang et al. 2020; Cai et al. 2007; Zingg and Anagnostou 2018; Perazzelli and Leone 2014; Ibrahim et al. 2015). For the analysis of the tunnel face stability, Anagnostou and Perazzelli (2013) proposed the Limit Equilibrium Method (LEM) to studied the face stability, a tunnel face with free span and nonuniform support; Senent and Jimenez (2015) developed a improved limit analysis method to the analysis of face stability under the context of non-linear Hoek–
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Geotech Geol Eng
Brown criterion; Perazzelli and Anagnostou (2013) proposed a numerical stress analy
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