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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

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Frontiers of Structural and Civil Engineering  2022, Vol. 16 Issue (3): 359-377   https://doi.org/10.1007/s11709-022-0816-2
  本期目录
A study on bearing characteristic and failure mechanism of thin-walled structure of a prefabricated subway station
Lianjin TAO1, Cheng SHI1, Peng DING2,3(), Sicheng LI1, Shang WU1, Yan BAO1
1. Key Laboratory of Urban Security and Disaster Engineering of the Ministry of Education, Beijing University of Technology, Beijing 100124, China
2. Department of Hydraulic Engineering, Tsinghua University, Beijing 100084, China
3. China Construction Science & Technology Group Co., Ltd, Beijing 100195, China
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Abstract：

In order to study the bearing performance of a new type of prefabricated subway station structure (PSSS), firstly, a three-dimensional finite element model of the PSSS was established to study the nonlinear mechanics and deformation performance. Secondly, the bearing mechanism of a PSSS was investigated in detail. Finally, the development law of damages to a thin-walled prefabricated component and the failure evolution mechanism of a PSSS were discussed. The results showed that this new type of the PSSS had good bearing capacity. The top arch structure was a three-hinged arch bearing system, and the enclosure structure and the substructure were respectively used as the horizontal and vertical support systems of the three-hinged arch structure to ensure the integrity and stability of the overall structure. Moreover, the tongue-and-groove joints could effectively transmit the internal force between the components and keep the components deformed in harmony. The rigidity degradation of the PSSS caused by the accumulation of damages to the spandrel, hance, arch foot, and enclosure structure was the main reason of its loss of bearing capacity. The existing thin-walled components design had significant advantages in weight reduction, concrete temperature control, components hoisting, transportation and assembly construction, which achieved a good balance between safety, usability and economy.
Key words： prefabricated subway station    thin-walled components    finite element analysis    bearing characteristic    failure mechanism
收稿日期: 2021-06-23      出版日期: 2022-05-31
Corresponding Author(s): Peng DING   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2022, 16(3): 359-377.
Lianjin TAO, Cheng SHI, Peng DING, Sicheng LI, Shang WU, Yan BAO. A study on bearing characteristic and failure mechanism of thin-walled structure of a prefabricated subway station. Front. Struct. Civ. Eng., 2022, 16(3): 359-377.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-022-0816-2
https://academic.hep.com.cn/fsce/CN/Y2022/V16/I3/359
Fig.1  
Fig.2  
componentsstrength gradedensity (kg·m?3)elastic modulus (GPa)Poisson’s ratioinitial compression yield stress (MPa)limited compression yield stress (MPa)tensile yield stress (MPa)
A–EC50240034.50.212.932.42.6
middle plateC40240032.50.210.726.82.4
middle columnC50240034.50.212.932.42.6
pileC30240030.00.28.020.12.0
preformed grooveC15240022.00.24.010.01.2
Tab.1  
componentdensity (kg·m?3)elastic modulus (GPa)Poisson’s ratioyield stress (MPa)
reinforcement steel78502100.3400
Tab.2  
Fig.3  
Fig.4  
analysis stepworking conditionload patternrange of vertical displacement of RFrange of equivalent uniform load
1Ggravity00
2Qgravity + vertical uniform load0–14 cm0–590 kPa
Tab.3  
Fig.5  
Fig.6  
Fig.7  
key pointload (kPa)vertical deformation of vault (mm)horizontal convergence deformation of the hance (mm)design requirement
P (Fig.7(b))20019 (settlement)11 (expansion to both sides)elastic limit
Q (Fig.7(b))40041 (settlement)23 (expansion to both sides)near elastic limit (design value of deformation limit)
R (Fig.7(b))59086 (settlement)51 (expansion to both sides)bearing capacity limit
Tab.4  
Fig.8  
Fig.9  
Fig.10  
Fig.11  
structure typeforce transmission path
front viewtop view
solid component (Fig.12(a))a→b→cd→e→f
thin-walled closed-cavity component (Fig.12(b))a→b→d, a→c→ef→g→j, f→h→k, f→i→l
Tab.5  
Fig.12  
Fig.13  
Fig.14  
Fig.15  
Stageload (kPa)vertical deformation of vault (mm)horizontal convergence deformation of the hance (mm)opening deformation of tongue-and-groove jointsbrief description of structure status
Stage 1: elastic stageself-wight & 0–50 kPa0–60–3much less than 10 mmnormal bearing, deformation: linear, no damage
Stage 2: elastoplastic stage
　stage of stable development 　of micro-damage5063normal bearing, start to damage
50–2006–193–11normal bearing, deformation: linear, less structural damage
2001911construction and operation limit values, deformation: change from linear to near linear
200–40019–4111–23abnormal load, deformation: nearly linear, damage gradually develops
4004123design value of deformation limit, deformation: change from nearly linear to nonlinear
　stage of rapid development 　of damage400–59041–8623–51gradually enter the bearing capacity limit, deformation: non-linear, no longer meets the requirements, damage develops rapidly
5908651bearing capacity limit
Stage 3: destruction stage> 590> 86> 51structure collapses gradually, deformation increases rapidly
Tab.6  
Fig.16  
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