软土地层地铁盾构隧道施工引起衬砌结构变形规律研究
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摘要
以无锡地铁3号线一期工程04标盛岸站至吴桥站区间盾构隧道为背景,基于海瑞克S-729土压平衡式盾构机掘进数据建立模型模拟盾构隧道开挖、同步注浆、管片拼装的流程。分析在软土地层中隧道衬砌结构的应力分布规律及拱顶、拱底与两侧拱腰在x, y, z方向的位移变化趋势,绘制在开挖过程中管片的变形分布曲线,结果表明盾构在软土地区掘进时,管片在拱顶、拱底与两侧拱腰处出现较大应力,同时拱顶与拱底处均在隧道竖直方向出现较大位移,而拱腰在隧道纵向位移达到最大值,须及时监控管片变形。
With the first stage of Wuxi metro Line 3 lot 4 shield tunnel project from Shengan Station to Wuqiao Station as engineering background, established a asimulation model from excavating,synchronous grouting to segments assembling based on the in-situ data of Herrenknecht S-729 earthpressure-balanced shield tunnelling. The stress distribution of the tunnel lining structure, the displacement change curve of the vault, arch bottom, waist in the x, y, z direction and the deformation distribution curve of the segment during excavationare analyzed. The results show thatthe segmental maximum stress appear at the vault, arch bottom andarch waist. While the maximum displacementappearat vault and arch bottom in the vertical direction of the tunnel and the maximumdisplacementappearat arch waistin the longitudinal direction when shield tunnelling in soft-soil ground.Thus thesegment deformationshould be monitored in time to preventquality problems.
With the first stage of Wuxi metro Line 3 lot 4 shield tunnel project from Shengan Station to Wuqiao Station as engineering background, established a asimulation model from excavating,synchronous grouting to segments assembling based on the in-situ data of Herrenknecht S-729 earthpressure-balanced shield tunnelling. The stress distribution of the tunnel lining structure, the displacement change curve of the vault, arch bottom, waist in the x, y, z direction and the deformation distribution curve of the segment during excavationare analyzed. The results show thatthe segmental maximum stress appear at the vault, arch bottom andarch waist. While the maximum displacementappearat vault and arch bottom in the vertical direction of the tunnel and the maximumdisplacementappearat arch waistin the longitudinal direction when shield tunnelling in soft-soil ground.Thus thesegment deformationshould be monitored in time to preventquality problems.
引文
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[7]李森,李生光,赵洪岩,等.泉域地区地铁车站叠合结构土压平衡盾构始发施工技术[J].建筑技术,2018,49(11):1146–1148.
[8]赵洪岩,韩新奇,李森,等.富水软弱地层盾构始发洞门破除施工技术[J].建筑技术,2018,49(11):1152–1155.
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[2]黄启斌.基于损伤塑性本构的盾构隧道施工阶段管片受力变形特性[J].市政技术, 2017, 35(4):123—126.
[3]鞠杨,徐广泉,毛灵涛,等.盾构隧道衬砌结构应力与变形的三维数值模拟与模型试验研究[J].工程力学, 2005, 22(3):157—165.
[4]马云新.土压平衡盾构施工地面塌陷的原因及对策[J].建筑技术,2017, 48(6):587—591.
[5]白洋,韩明明,崔蓬勃,等.盾构到达掘进施工技术研究——天津地铁6号线土建施工第9合同段新~北区间[J].四川水泥, 2015,48(6):53—55.
[6]李荣健.碎裂岩体浅埋隧道相向施工稳定性优化控制研究[J].建筑技术, 2017, 48(9):940—943.
[7]李森,李生光,赵洪岩,等.泉域地区地铁车站叠合结构土压平衡盾构始发施工技术[J].建筑技术,2018,49(11):1146–1148.
[8]赵洪岩,韩新奇,李森,等.富水软弱地层盾构始发洞门破除施工技术[J].建筑技术,2018,49(11):1152–1155.
[9]李志光,张楠,张卫炜,等.地铁盾构管片生产中的若干技术问题[J].建筑技术,2017,48(10):1090–1091.