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浙江大学学报(工学版)  2022, Vol. 56 Issue (11): 2290-2302    DOI: 10.3785/j.issn.1008-973X.2022.11.020
土木工程     
考虑椭圆度缺陷的盾构管片结构极限承载性能研究
王震1,2(),丁智1,2,*(),张霄3,周奇辉4,张成全5
1. 浙大城市学院 土木工程系,浙江 杭州 310015
2. 浙江省城市盾构隧道安全建造与智能养护重点实验室,浙江 杭州 310015
3. 浙江大学 建筑工程学院,浙江 杭州 310058
4. 中国电建集团华东勘测设计研究院有限公司,浙江 杭州 310014
5. 浙江交通职业技术学院,浙江 杭州 311112
Ultimate bearing capacity of shield segment structures considering ovality imperfection
Zhen WANG1,2(),Zhi DING1,2,*(),Xiao ZHANG3,Qi-hui ZHOU4,Cheng-quan ZHANG5
1. Department of Civil Engineering, Zhejiang University City College, Hangzhou 310015, China
2. Key Laboratory of Safe Construction and Intelligent Maintenance for Urban Shield Tunnels of Zhejiang Province, Hangzhou 310015, China
3. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
4. Power China Huadong Engineering Co. Ltd., Hangzhou 311122, China
5. Zhejiang Institute of Communications, Hangzhou 311112, China
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摘要:

为了探究初始椭圆度缺陷对于管片结构在外部围压下极限承载性能的影响,提出考虑初始椭圆度缺陷的管片非线性稳定极限承载性能计算方法. 建立数值分析模型并基于文献实验数据验证,对椭圆度缺陷的几何计算理论及其取值进行分析;分别引入横长轴和斜长轴初始椭圆度缺陷,就不同椭圆度缺陷对管片非线性稳定极限承载力的影响进行参数分析;提出含椭圆度缺陷管片极限稳定承载力的取值建议. 结果表明,初始椭圆度缺陷对管片非线性极限承载力均为不利作用,且缺陷越大,不利越明显. 当不同椭圆度缺陷时,荷载系数随位移的变化均为迅速增大、平缓增大和趋于收敛. 当不同横长轴椭圆度缺陷时,极限荷载系数的变化趋势为:以土体侧压力系数0.6为界,经历缓慢增大、迅速增大;以土体抗力系数5.0 MN/m3为界,经历迅速增大、缓慢增大;以接头抗弯刚度50.0 MN·m/rad为界,经历迅速增大、趋于平稳. 对于不同椭圆度缺陷,随着倾斜角的增大,极限荷载系数逐渐增大,对应误差百分比绝对值逐渐减小,横长轴椭圆度缺陷为最不利工况. 在实际工程中含椭圆度缺陷管片的非线性极限承载力相对无缺陷时的折减系数可按0.85~0.90考虑,而按整体式管片近似求解实际衬砌式管片时的极限荷载系数可按折减系数0.85考虑.

关键词: 椭圆度缺陷盾构管片极限承载力双重非线性折减系数    
Abstract:

A calculation method of nonlinear stability ultimate bearing capacity for shield segments considering the initial ovality imperfection was proposed to study the influence of initial ovality imperfection on the ultimate bearing capacity of segment lining structure under the external confining pressure. A numerical model was established and verified by the literature experimental data. The geometric calculation theory of ovality imperfection and its value method were analyzed. By introducing the initial ovality imperfections of horizontal long axis and oblique long axis, parameter analysis was carried out to study the effects of different ovality imperfections on the nonlinear stability ultimate loading for shield segments. A method of nonlinear stability ultimate loading for segments with ovality imperfections was put forward. Analysis shows that the initial ovality imperfection has the adverse effect to nonlinear stability ultimate loading for segments and the adverse effect increases by the increase of defect amplitude. For the case of different ovality imperfections, the loading factor increases rapidly, increases gently and tends to converge with the increase of displacement. The variational trend of ultimate loading factor with different ovality imperfections of transverse long axis is summarized. Taking the soil lateral pressure coefficient 0.6 as the critical value, the variational trend experiences slow and rapid increase. Taking the soil resistance coefficient 5.0 MN/m3 as the critical value, the variational trend experiences rapid increase and slow increase. Taking the bending stiffness of the joint 50.0 MN·m/rad as the critical value, the variational trend increases rapidly and tends to be stable. For the case of different ovality imperfections, as the inclined angle increases, the ultimate loading factor improves and the absolute value for corresponding error percentage decreases. The ovality imperfection of transverse long axis is the worst adverse condition. In practical engineering, the reduction coefficient of nonlinear ultimate bearing capacity of segments with ovality imperfection could be considered as 0.85~0.90. The ultimate bearing capacity of the actual lining segment can be approximately solved according to the integral segment considering the reduction coefficient of 0.85.

Key words: ovality imperfection    shield segment    ultimate bearing capacity    double nonlinearity    reduction coefficient
收稿日期: 2021-11-24 出版日期: 2022-12-02
CLC:  U 451  
基金资助: 浙江省重点研发计划资助项目(2020C01102);浙江省自然科学基金联合基金重点资助项目(LHZ20E080001);杭州市农业与社会发展科研资助项目(202203B39);浙江省交通运输厅科技计划资助项目(822110KY05)
通讯作者: 丁智     E-mail: wzjggc@163.com;dingz@zucc.edu.cn
作者简介: 王震(1985—),男,高级工程师,博士,从事岩土工程和建筑结构研究. orcid.org/0000-0003-2841-7038. E-mail: wzjggc@163.com
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引用本文:

王震,丁智,张霄,周奇辉,张成全. 考虑椭圆度缺陷的盾构管片结构极限承载性能研究[J]. 浙江大学学报(工学版), 2022, 56(11): 2290-2302.

Zhen WANG,Zhi DING,Xiao ZHANG,Qi-hui ZHOU,Cheng-quan ZHANG. Ultimate bearing capacity of shield segment structures considering ovality imperfection. Journal of ZheJiang University (Engineering Science), 2022, 56(11): 2290-2302.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2022.11.020        https://www.zjujournals.com/eng/CN/Y2022/V56/I11/2290

图 1  管片结构及其计算模型
图 2  Hongnestad材料本构模型
图 3  管片外部围压荷载模式
土体 N $ \lambda $ k/(MN·m?3)
极软黏土 [0, 2] [0.65, 0.75] [0, 1.0]
软黏土 [2, 4] [0.55, 0.65] [1.0, 5.0]
中硬黏土 [4, 8] [0.45, 0.55] [5.0, 10.0]
表 1  土体侧压力系数和土体抗力系数[16]
图 4  管片围压承载有限元分析模型
土体 $ \lambda $ k /(MN·m?3) Δ /mm
有限元模型 试验模型
极软黏土 0.7 1.0 128.0 80.0~120.0
软黏土 0.6 2.5 95.0
中硬黏土 0.5 5.0 67.0
表 2  有限元模型和试验模型的极限位移比较
图 5  管片有限元模型和试验模型[16]
n α n α
1 24.663 6 83.973
2 34.193 7 85.491
3 39.705 8 115.360
4 52.653 9 115.510
5 58.892 10 120.350
表 3  前10阶线性极限荷载系数
图 6  管片线性失稳模态变形
图 7  管片椭圆度缺陷形式
图 8  管片的椭圆度缺陷几何形变图
图 9  含椭圆度缺陷的管片有限元模型(变形放大15倍)
图 10  管片外部围压荷载系数-顶部中心节点竖向位移曲线
图 11  管片外部围压荷载系数误差百分比-顶部中心节点竖向位移曲线
图 12  管片外部围压荷载系数斜率-顶部中心节点竖向位移曲线
图 13  管片外部围压极限荷载系数-土体侧压力系数曲线
图 14  管片外部围压极限荷载系数误差百分比-土体侧压力系数曲线
图 15  管片外部围压极限荷载系数-土体抗力系数曲线
图 16  管片外部围压极限荷载系数误差百分比-土体抗力系数曲线
图 17  管片外部围压极限荷载系数-接头抗弯刚度
图 18  管片外部围压极限荷载系数误差百分比-接头抗弯刚度曲线
图 19  整体式管片外部围压极限荷载系数-顶部中心节点竖向位移曲线
图 20  整体式、衬砌式管片的外部围压极限荷载系数-椭圆度缺陷幅值曲线比较
图 21  整体式、衬砌式管片的外部围压极限荷载系数误差百分比-椭圆度缺陷幅值曲线比较
椭圆度缺陷w (‰) α0
φ1 φ2 φ2/φ1
0 3.99 3.46 0.84~0.86
5 3.94 3.41
10 3.90 3.36
20 3.81 3.27
30 3.73 3.19
表 4  整体式、衬砌式管片的外部围压极限荷载系数和误差百分比的比较
椭圆度缺陷w (‰) 误差百分比/%
(φ1?φ10)/φ10 φ1/φ10 (φ2?φ20)/φ20 φ2/φ20
0 0 0.935~1.000 0 0.922~1.000
5 ?1.89 ?1.37
10 ?2.39 ?2.73
20 ?4.41 ?5.32
30 ?6.52 ?7.80
表 4  
图 22  管片外部围压极限荷载系数-长轴倾斜角曲线比较
图 23  管片外部围压极限荷载系数误差百分比-长轴倾斜角曲线比较
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