砂质黄土地层中既有隧道上方挖方离心模型试验研究

王希元; 龚伦; 吴金霖; 马相峰; 仇文革; 敖维林; 李洋

doi:10.11779/CJGE201808024

砂质黄土地层中既有隧道上方挖方离心模型试验研究 English Version

1. 西南交通大学土木工程学院交通隧道工程教育部重点实验室,四川成都 610031;
2. 四川省交通运输厅交通勘察设计研究院,四川成都 610017;
3. 中铁第一勘察设计院集团有限公司,陕西西安 710043

基金项目: 国家重点研发计划项目（2017YFC0806000）; 国家自然科学基金项目（51178399,51478392）

详细信息

作者简介:
王希元(1992- ),男,硕士,主要从事隧道及地下工程方向的研究。E-mail：316803032@qq.com。

通讯作者:
龚伦，E-mail：gonglun33@126.com

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出版历程
- 收稿日期: 2017-05-10
- 发布日期: 2018-08-24

Centrifugal model tests on excavation above existing tunnels in sandy loess strata

1. School of Civil Engineering, Southwest Jiaotong University, Ministry of Education Key Laboratory of Transportation Tunnel Engineering, Chengdu 610031, China;
2. Sichuan Communication Surveying and Design Institute, Chnegdu 610017, Chinese;
3. China Railway First Survey and Design Institute Group Ltd, Xi'an 710043, China

摘要

摘要: 以既有隧道上方挖方工程为背景,运用离心模型试验方法,研究了砂质黄土地层中既有隧道衬砌围岩压力在上方挖方时的变化规律：提出根据衬砌和围岩是否按刚度分配荷载划分深浅埋、以及是否存在挟持力划分浅埋与超浅埋的标准,得到了1.25D~1.75D（D为既有隧道跨度）为深埋和浅埋的分界埋深范围,0.75D~1.25D为浅埋和超浅埋的分界埋深范围;同时发现既有隧道衬砌刚度越大,承载拱范围越小,即刚性支护承载拱边界为1.5D,柔性支护承载拱边界为1.8D;并提出基于衬砌围岩压力相对比例的近接影响分区控制标准,得到刚性支护的强影响区、弱影响区和无影响区分界埋深分别为1.5D,2D,柔性支护的强影响区、弱影响区和无影响区分界埋深分别为1.5D,2.5D;对比0.5D和0.3D挖方步距,发现步距会造成挖方过程中围岩应力路径的差异,施工时宜选用0.3D或更小的挖方步距。试验揭露了砂质黄土地层中既有隧道受上方挖方影响的普遍规律,成果可为类似工程提供借鉴和指导。
- 近接施工 /
- 离心模型试验 /
- 深、浅和超浅埋分界 /
- 承载拱 /
- 影响分区
Abstract: Taking the excavation above the existing tunnels as the background, the centrifugal model tests are employed to study the change rule of pressures on the surrounding rock of the existing tunnel linings in sandy loess strata during excavation. The standards are proposed as follows: the deep and shallow tunnels are divided according to whether the loads that the linings and the surrounding rock jointly bear are distributed by the stiffness, and the shallow and ultra shallow tunnels are according to whether there exists a holding force. Then 1.25D~1.75D (D is the span of the existing tunnels) distinguished is obtained as the range of the critical buried depth between the deep and shallow tunnels, and 0.75D~1.25D as the range of the critical buried depth between the shallow and ultra shallow tunnels. Meanwhile, the greater the stiffness of the existing tunnel linings is, the smaller the range of the load-bearing arch is. That is to say, the boundary of the load-bearing arch is 1.5D for rigid supports, and the boundary of the load-bearing arch is 1.8D for flexible supports. The governing criteria for the adjacent influence partition based on the relative ratio of the pressures on the surrounding rock of linings are put forward. For the rigid supports, the critical buried depths of intensive-effect, weak-effect and no-effect areas are 1.5D and 2D, and for the flexible supports, the critical buried depths of intensive-effect, weak-effect and no-effect areas are 1.5D and 2.5D. The comparison between excavation steps of 0.5D and 0.3D indicates that the steps cause the difference of stress paths of the surrounding rock during excavation. So 0.3D or smaller step is suitable to be chosen. The general laws of the existing tunnels in sandy loess strata influenced by the excavation above them are released. The achievements may provide some reference and guidance for similar projects.
- adjacent construction /
- centrifugal model test /
- division of deep /
- shallow and ultra shallow tunnels /
- load-bearing arch

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