盾构法隧道穿越活动断裂带方案探讨

李翔, 孙文昊, 孙州, 陈立保

doi:10.3973/j.issn.2096-4498.2022.S1.042

隧道建设 >

2022 , Vol. 42 >Issue S1: 369 - 375

DOI: https://doi.org/10.3973/j.issn.2096-4498.2022.S1.042

规划与设计

盾构法隧道穿越活动断裂带方案探讨

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（1. 青岛国信建设投资有限公司，山东青岛 266111； 2. 中铁第四勘察设计院集团有限公司，湖北武汉 430063；
3. 水下隧道技术国家地方联合工程研究中心，湖北武汉 430063； 4. 上海同岩土木工程科技股份有限公司，上海 200092； 5. 上海地下基础设施安全检测与养护装备工程技术研究中心，上海 200092）

网络出版日期: 2022-08-23

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Discussion on Scheme of Shield Tunneling through Active Fault Zone

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(1. Qingdao Conson Construction & Investment Co., Ltd., Qingdao 266111, Shandong, China;
2. China Railway Siyuan Survey and Design Group Co., Ltd., Wuhan 430063, Hubei, China;
3. National and Local Joint Engineering Research Center for Underwater Tunnel Technology, Wuhan 430063,
Hubei, China; 4. Tongyan Civil Engineering Science and Technology Co., Ltd., Shanghai 200092, China;
5. Shanghai Engineering Research Center of Underground Infrastructure Detection and Maintenance Equipment, Shanghai 200092, China)

Online published: 2022-08-23

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摘要

为研究隧道穿越活动断裂带的合理抗错设计措施，结合胶州湾第二海底隧道采用案例调研、数值模拟等手段分析了3种不同抗错方案下隧道结构变形、接缝张开、错台形态以及钢筋应力、螺栓轴力等关键控制指标，探讨不同措施的抗错效果。研究表明： 1）3种不同抗错措施在断层错动作用下管片结构沿纵向受力变形规律相同，断层错动对隧道结构影响主要集中在破碎带上盘边界外30 m到下盘边界外30 m的范围； 2）断层错动作用下钢筋受力整体表现为“顶底部钢筋受压、两腰部钢筋受拉”状态，环宽1.5 m钢筋拉应力最大为436 MPa，3种工况下钢筋均未发生屈服； 3）环宽1.5 m管片环缝张开量为3.8 cm，比其他2种工况减小60%~70%； 4）提出了管片环宽1.5 m以及抗震设防区域为上盘左边界2D至下盘右边界2D（D为15.0 m）范围的抗错设计方案。研究成果对盾构法穿越大错动量断层带的抗错方案研究具有一定的参考作用。

关键词： 盾构隧道; 大错动断层; 变形特征; 抗错措施; 接缝张开量

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李翔, 孙文昊, 孙州, 陈立保 . 盾构法隧道穿越活动断裂带方案探讨[J]. 隧道建设, 2022 , 42(S1) : 369 -375 . DOI: 10.3973/j.issn.2096-4498.2022.S1.042

Abstract

The antifault effect of different measures is discussed and the key control indicators such as tunnel structural deformation, joint opening, dislocation form, steel bar stress, and bolt axial force under three various antifracture schemes are analyzed by taking the 2nd submarine tunnel of Jiaozhou bay as an example using case investigation and numerical simulation methods, so as to investigate the reasonable antifault design measures for the tunnel crossing the active fracture zone. The research results show the following: (1) Under fault action, the force and deformation laws of segment structures using three various antifault measures are basically the. The influence of fault action on the tunnel structure is mainly concentrated in the range from 30 m outside the upper wall boundary of the broken zone to 30 m outside the bottom wall boundary. (2) The overall force of the steel bars under the fault action shows a state of compressed top and bottom steel bars and tensioned two waist bars. The maximum tensile stress of the steel bar with a ring width of 1.5 m is 436 MPa, and the steel bar does not yield under the three working conditions. (3) The circumferential joint opening of the segment with a ring width of 1.5 m is 3.8 cm, which is 60%~70% less than the other two working conditions. (4) The antidislocation design plan is proposed with the segment ring width of 1.5 m and the seismic fortification area ranging from the left boundary of the hanging wall 2〖WT５《TNR#I》〗D〖WT５《TNR》〗 to the right boundary of the bottom wall 2〖WT５《TNR#I》〗D〖WT５《TNR》〗 (〖WT５《TNR#I》〗D〖WT５《TNR》〗 is 15.0 m). The research results have a certain reference effect on the research of anti dislocation schemes for shield tunneling through the fault zone with large dislocation momentum.

Key words： shield tunnel; large dislocation fault; deformation characteristics; anti dislocation measures; joint opening

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