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
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.
the segment is in an elastic state, and deflection is unchanged
working stage with cracks
Fc = 317 kN
the segment cracks and deflection increases linearly
failure stage
Ff = 962 kN
deflection increases rapidly, all through cracks of the inner arc surface are formed, and the maximum crack width reaches 0.2 mm
ultimate stage
Fu = 1095 kN
the maximum crack width of the inner arc surface reaches 2 mm, and the deflection increases sharply
Tab.2
Fig.6
Fig.7
Fig.8
Fig.9
Fig.10
Fig.11
Fig.12
Fig.13
method
cracking load
failure load
ultimate load
test
317 kN
962 kN
1095 kN
simulation
343 kN
945 kN
1136 kN
error
8.2%
1.8%
3.7%
Tab.3
working condition
reinforcement ratio
reinforcement in the tensile zone
reinforcement in the compression zone
1
0.7%
8?16
6?14 + 2?16
2
0.8%
6?18 + 2?14
4?14 + 2?16 + 2?18
3
0.9%
4?16 + 4?20
6?16 + 2?18
4
1.0%
2?22 + 6?18
4?20 + 4?14
5
1.1%
8?20
4?16 + 4?20
6
1.2%
4?20 + 4?22
4?14 + 4?20
7
1.3%
8?22
6?20 + 2?18
8
1.4%
2?18 + 2?22 + 4?25
6?20 + 2?22
9
1.5%
4?22 + 4?25
4?20 + 4?22
10
1.6%
6?25 + 2?22
8?22
11
1.7%
8?25
2?18 + 2?22 + 4?25
12
1.8%
2?28 + 6?25
4?25 + 4?22
Tab.4
Fig.14
working condition
proportion of tensile longitudinal reinforcement
reinforcement in the tensile zone
reinforcement in the compression zone
1
49%
6?20 + 2?14
2?28 + 2?18 + 4?14
2
50%
6?20 + 2?16
6?20 + 2?16
3
51%
2?22 + 6?18
6?20 + 2?14
4
52%
4?22 + 4?16
2?20 + 6?18
5
53%
6?20 + 2?18
4?22 + 4?14
6
54%
2?28 + 6?16
2?25 + 2?18 + 4?14
7
55%
8?20
4?16 + 4?20
8
56%
6?22 + 2?14
8?18
9
57%
2?22 + 6?20
6?16 + 2?22
10
59%
6?18 + 2?28
4?14 + 4?20
11
61%
2?18 + 6?22
4?18 + 4?16
12
63%
2?20 + 6?22
2?18 + 6?16
13
65%
4?25 + 4?18
8?16
Tab.5
Fig.15
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