Bending failure performance of a shield tunnel segment based on full-scale test and numerical analysis

doi:10.1007/s11709-023-0973-y

Front. Struct. Civ. Eng.

2023, Vol. 17

Issue (7) : 1033-1046 https://doi.org/10.1007/s11709-023-0973-y

RESEARCH ARTICLE

Bending failure performance of a shield tunnel segment based on full-scale test and numerical analysis

Pengfei LI¹, Ziqi JIA¹, Mingju ZHANG¹, Xiaojing GAO¹(

), Haifeng WANG², Wu FENG¹

¹. Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China
². Nantong Railway Construction Component Co., Ltd., Nantong 226000, China

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Abstract

This study focuses on the bending failure performance of a shield tunnel segment. A full-scale test was conducted to investigate deformation and failure characteristics. During the loading, the bending failure process can be divided into four stages: the elastic stage, working stage with cracks, failure stage, and ultimate stage. The characteristic loads between contiguous stages are the cracking, failure, and ultimate loads. A numerical model corresponding to the test was established using the elastoplastic damage constitutive model of concrete. After a comparative analysis of the simulation and test results, parametric studies were performed to discuss the influence of the reinforcement ratio and proportion of tensile longitudinal reinforcement on the bearing capacity. The results indicated that the change in the reinforcement ratio and the proportion of tensile longitudinal reinforcement had little effect on the cracking load but significantly influenced the failure and ultimate loads of the segment. It is suggested that in the reinforcement design of the subway segment, the reinforcement ratio and the proportion of tensile longitudinal reinforcement can be chosen in the range of 0.7%–1.2% and 49%–55%, respectively, allowing the segment to effectively use the reinforcement and exert the design strength, thereby improving the bearing capacity of the segment.

Keywords shield tunnel bearing capacity failure mechanism segment reinforcement

Corresponding Author(s): Xiaojing GAO

Just Accepted Date: 21 March 2023 Online First Date: 20 July 2023 Issue Date: 20 September 2023

Cite this article:

Pengfei LI,Ziqi JIA,Mingju ZHANG, et al. Bending failure performance of a shield tunnel segment based on full-scale test and numerical analysis[J]. Front. Struct. Civ. Eng., 2023, 17(7): 1033-1046.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0973-y
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I7/1033

Fig.1 Three-dimensional schematic diagram of the test segment.

Fig.2 Schematic diagram of test loading system.

Tab.1 Overview of instruments used for measurement

Fig.3 Layout of measurement points in the test: (a) outer arc surface; (b) inner arc surface; (c) side surface.

Fig.4 Load?deflection variation diagram.

Fig.5 Schematic diagrams of failure state at each stage: (a) failure state of inner arc surface under failure load; (b) failure state of inner arc surface under ultimate load; (c) failure state at the end of the test.

Tab.2 Characteristic load and failure characteristics of each stage

Fig.6 Strain diagrams of concrete on outer arc surface: (a) longitudinal section of the segment; (b) cross-section of the segment.

Fig.7 Strain diagrams of concrete on inner arc surface: (a) right longitudinal section of the segment; (b) middle longitudinal section of the segment.

Fig.8 Strain diagram of concrete on inner arc surface.

Fig.9 Strain diagram of concrete on the side.

Fig.10 Schematic diagrams of numerical model: (a) meshing diagram of the segment and load cushions; (b) schematic of the reinforcement framework (unit: mm).

Fig.11 Stress–strain diagrams of concrete: (a) stress–strain diagram of concrete under uniaxial compression [28]; (b) stress–strain diagram of concrete under uniaxial tensile [28].

Fig.12 Load?deflection variation diagram.

Fig.13 Comparison of the final failure states: (a) final failure states of inner arc surface; (b) final failure states of the side.

Tab.3 Comparison of characteristic loads between simulation and test

Tab.4 Reinforcement design under various working conditions

Fig.14 Relationship diagrams between different characteristic loads and reinforcement ratio: (a) cracking load; (b) failure load; (c) ultimate load.

Tab.5 Reinforcement design under various working conditions

Fig.15 Relationship diagrams between different characteristic loads and proportion of tensile longitudinal reinforcement: (a) cracking load; (b) failure load; (c) ultimate load.

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