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Frontiers of Structural and Civil Engineering

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Front. Struct. Civ. Eng.    2022, Vol. 16 Issue (3) : 359-377    https://doi.org/10.1007/s11709-022-0816-2
RESEARCH ARTICLE
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.
Keywords prefabricated subway station      thin-walled components      finite element analysis      bearing characteristic      failure mechanism     
Corresponding Author(s): Peng DING   
Just Accepted Date: 24 February 2022   Online First Date: 19 April 2022    Issue Date: 31 May 2022
 Cite this article:   
Lianjin TAO,Cheng SHI,Peng DING, et al. A study on bearing characteristic and failure mechanism of thin-walled structure of a prefabricated subway station[J]. Front. Struct. Civ. Eng., 2022, 16(3): 359-377.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0816-2
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I3/359
Fig.1  Prefabricated subway stations in Changchun, China: (a) five prefabricated subway stations of Changchun Rail Transit Line 2; (b) construction process of the PSSS.
Fig.2  Notes and details of the PSSS: (a) prefabricated components; (b) perspective view; (c) setting of closed cavities; (d) dimensional drawing (unit: m); (e) 3D FEM; (f) thin-walled component.
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  Material parameters of the concrete
componentdensity (kg·m?3)elastic modulus (GPa)Poisson’s ratioyield stress (MPa)
reinforcement steel78502100.3400
Tab.2  Material parameters of the reinforcement steel
Fig.3  Schematic diagram of contact surface: (a) tongue-and-groove joint; (b) contact between the PSSS and enclosure structure; (c) performance test tongue-and-groove joint.
Fig.4  The process of loading step changes: (a) step 1; (b) step 2.
analysis stepworking conditionload patternrange of vertical displacement of RFrange of equivalent uniform load
1Ggravity00
2Qgravity + vertical uniform load0–14 cm0–590 kPa
Tab.3  Loading condition setting
Fig.5  Stress of the PSSS: (a) stress contours under condition Q-200 (kPa); (b) stress change curves.
Fig.6  Internal forces of critical crosssections of the PSSS: (a) distribution of the critical crosssections; (b) axial force; (c) shear force; (d) bending moment.
Fig.7  Deformation of the PSSS: (a) deformation contours under condition Q-200 (kPa); (b) deformation change curves.
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  The key points of bearing capacity of the PSSS
Fig.8  Change curves of joints opening.
Fig.9  Schematic diagram of bearing mechanism of the PSSS.
Fig.10  Contours of tensile damages of the PSSS: (a) G; (b) Q-50 kPa; (c) Q-100 kPa; (d) Q-200 kPa; (e) Q-300 kPa; (f) Q-400 kPa; (g) Q-500 kPa; (h) Q-590 kPa.
Fig.11  Contours of compression damages of the PSSS: (a) G; (b) Q-50 kPa; (c) Q-100 kPa; (d) Q-200 kPa; (e) Q-300 kPa; (f) Q-400 kPa; (g) Q-500 kPa; (h) Q-590 kPa.
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  Statistics of force transmission paths of solid and prefabricated components
Fig.12  Force transmission paths of the solid and prefabricated component: (a) solid component; (b) thin-walled component.
Fig.13  Schematic diagram of damage mechanism of joint.
Fig.14  Schematic diagram of damage mechanism of the spandrel and the hance.
Fig.15  Schematic diagram of damage mechanism of enclosure structure.
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  The failure evolution process of the PSSS
Fig.16  Schematic diagram of damage mechanism of the PSSS.
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