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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2023, Vol. 57 Issue (12): 2476-2488    DOI: 10.3785/j.issn.1008-973X.2023.12.015
    
Foundation settlement-induced bending analysis of composite structures in water-conveying shield tunnels
Zhe-jian ZHOU1(),Yi-xiong FAN2,Ran FANG2,Xue-cheng BIAN1,*()
1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2. Central and Southern China Municipal Engineering Design and Research Institute Limited Company, Wuhan 430010, China
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Abstract  

Combining the elastic-plastic deformation characteristics of concrete, bolts, and steel tube, a model for bending analysis of tunnel lining segments, water-conveying steel tube, and concrete filled in between tunnel lining segments and water-conveying steel tube was established based on the longitudinal equivalent continuous model and the plane cross-section assumption. The key parameters for the shield tunnel under the influence of ground settlement were obtained by solving the model. These parameters include the longitudinal joint opening of shield tunnels, the maximum concrete compressive strain, and the maximum steel tube tensile strain. The established model was applied to a water-conveying shield tunnel project in Hangzhou. The results indicate that ground settlement causes the tunnel to bend, leading to seven critical states in the tunnel structure. The sequence of these critical states is as follows: bolts reach yield stress, 2 mm opening of circumferential joints (bolts and segment concrete are eroded), steel tube reaches yield stress, 6 mm opening of circumferential joints (filled concrete-steel tube is eroded), segment concrete begins to experience compressive yield, filled concrete begins to experience compressive yield, and bolts reach failure stress. When the steel tube is in close contact with the lining wall, the tunnel structure is in the most unfavorable condition, which can lead to steel tube corrosion and tunnel brittle failure.

Key words： water-conveying shield tunnel      composite structure      bending analysis model      bending property      design optimization     
Received: 08 February 2023      Published: 27 December 2023
CLC:  TU 43  
Fund:  国家杰出青年基金资助项目(52125803)；中央高校基本科研业务费专项资金资助项目(226-2022-00196)
Corresponding Authors: Xue-cheng BIAN     E-mail: 976008595@qq.com;bianxc@zju.edu.cn
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Zhe-jian ZHOU
Yi-xiong FAN
Ran FANG
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Cite this article:

Zhe-jian ZHOU,Yi-xiong FAN,Ran FANG,Xue-cheng BIAN. Foundation settlement-induced bending analysis of composite structures in water-conveying shield tunnels. Journal of ZheJiang University (Engineering Science), 2023, 57(12): 2476-2488.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2023.12.015     OR     https://www.zjujournals.com/eng/Y2023/V57/I12/2476


地基沉降引发输水盾构隧道复合结构受弯分析

结合混凝土、螺栓和钢管的弹塑性变形特性，基于纵向等效连续模型和平截面假定，建立衬砌管片、输水钢管及在衬砌管片与输水钢管之间填充混凝土的受弯分析模型. 求解该模型，得到地基沉降作用下盾构隧道纵向接缝张开量、最大混凝土压应变及最大钢管拉应变等关键参数. 将所建模型应用于杭州某输水盾构隧道工程，结果表明：地基沉降引起隧道受弯，隧道结构将产生7类临界状态，且先后顺序为螺栓达到屈服应力、环缝张开2 mm （螺栓和管片混凝土被侵蚀）、钢管达到屈服应力、环缝张开6 mm（钢管和填充混凝土被侵蚀）、管片混凝土开始受压屈服、填充混凝土开始受压屈服、螺栓达到破坏应力. 当钢管紧贴衬砌管壁时，隧道结构处于最不利工况，容易导致钢管腐蚀和隧道脆性破坏.


关键词： 输水盾构隧道,  复合结构,  受弯分析模型,  受弯性能,  设计优化 
Fig.1 Cross-section diagram of composite structure in water-conveying shield tunnel
Fig.2 Bending deformation diagram of composite structure
Fig.3 Stress-strain curves of concrete, bolt and steel tube
Fig.4 Stress and deformation of shield tunnel lining segments
Fig.5 Stress and deformation of filled concrete-steel tube when neutral axis is within outer diameter of steel tube
Fig.6 Stress and deformation of filled concrete-steel tube when neutral axis is beyond outer diameter of steel tube
Fig.7 Analytical model calculation process
结构 参数 数值
管片 隧道外径 D/m 6.2
衬砌厚度 t/mm 350
环宽 ls/m 1.0
混凝土弹性模量 Ec/kPa 3.45×107
混凝土屈服应变 0.002
螺栓 数量 nb 17
直径 db/mm 30
长度 lb/mm 400
弹性模量 Eb/kPa 2.06×108
屈服应力 fy/kPa 6.40×105
极限应力 fu/kPa 8.00×105
预应力 N1/kPa 7.00×104
Tab.1 Main parameters of longitudinal joints for Shanghai metro line one [18]
本研究模型 文献[19]模型 $\varDelta$/%
ρ/m δj/mm M/(103 kN·m) ρ/m δj/mm M/(103 kN·m)
15 000 0.32 8.78 15 000 0.32 8.38 0
8 780 0.55 14.99 8 694 0.55 14.00 0.99
2 703 2.00 19.19 2 951 2.00 19.39 8.40
943 6.00 19.78 971 6.00 21.21 2.88
578 9.90 19.88 — — — —
369 15.60 19.93 369 15.60 24.00 0
Tab.2 Comparison and verification of deformation force of pipe ring lining
结构 参数 数值
管片 隧道外径D/m 6.2
衬砌厚度t/mm 350
环宽ls/m 1.0
混凝土弹性模量Ec/kPa 3.45×107
混凝土屈服应变 0.002
螺栓 数量nb 17
直径db/mm 30
长度lb/mm 400
弹性模量Eb/kPa 2.06×108
屈服应力fy/kPa 6.40×105
极限应力fu/kPa 8.00×105
预应力N1/kPa 7.00×104
填充混凝土 弹性模量Ec/kPa 2.80×107
屈服应变 0.002
钢管 外径D1/m 3.6
厚度t1/mm 22
弹性模量Ept/kPa 2.09×108
屈服应力fypt/kPa 3.25×105
Tab.3 Main parameters of longitudinal joints for water-conveying tunnels
Fig.8 Opening of circumferential joints and maximum segment concrete compressive strain
Fig.9 Relationship of bending moment and curvature of pipe ring lining
Fig.10 Maximum steel tube tensile strain and maximum filled concrete compressive strain
Fig.11 Relationship of bending moment and curvature of filled concrete-steel tube
临界状态 正弯矩受力状态 负弯矩受力状态
ρ/m δj/mm M/(103 kN·m) ρ/m δj/mm M/(103 kN·m)
3) 10 558 0.54 40.05 10 558 0.54 32.84
1) 3 206 2.00 103.49 3 206 2.00 79.75
5) 2 132 3.12 146.79 1 856 3.55 124.92
2) 1 122 6.00 188.24 1 122 6.00 153.99
6) 757 9.00 203.02 757 9.00 166.51
7) 510 — — 465 — —
4) 278 15.20 — 278 15.20 —
Tab.4 Boundary index value corresponding to critical state of composite structure under dfferent states of bending moment stress
Fig.12 Influence curve of eccentric position of steel tube
Fig.13 Influence curve of outer diameter of steel tube
Fig.14 Influence curve of steel tube thickness
Fig.15 Influence curve of elastic modulus of filled concrete
Fig.16 Influence curve of elastic modulus of steel tube
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