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Article(id=1149780471686591335, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2403898, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1716652800000, receivedDateStr=2024-05-26, revisedDate=1736870400000, revisedDateStr=2025-01-15, acceptedDate=null, acceptedDateStr=null, onlineDate=1752058626338, onlineDateStr=2025-07-09, pubDate=1744041600000, pubDateStr=2025-04-08, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752058626338, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752058626338, creator=13701087609, updateTime=1752058626338, updator=13701087609, issue=Issue{id=1149780466032669506, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='10', pageStart='3969', pageEnd='4395', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752058624990, creator=13701087609, updateTime=1768456644259, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218558743898411553, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218558743898411554, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=4284, endPage=4291, ext={EN=ArticleExt(id=1149780471971804009, articleId=1149780471686591335, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Deformation Characteristics Caused by Shallow and Large Diameter Shield Tunnelling in Soft Soil, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

Deformation law is of significant for ensuring the safety of structures and environment during the large diameter shield tunnelling. Particularly for shallow and large diameter shield tunnelling in soft soil, the mutual coupling of high compressibility and low shear strength of soft soil and low overburden load under shallow burial conditions as well as the unloading effect of large excavation will lead to a more complex construction deformation mechanism. Hence, the characteristics of structure vertical deformation, structure convergence deformation and surface deformation caused by shallow and large diameter shield tunnelling in soft soil and their mechanism were studied, based on the dynamic deformation monitoring of a shallow buried large-diameter shield tunnel of Shanghai Suburban Railway Airport Link Line. The results show that the ephemeral demarcation times for different deformation types were closely related. The vertical deformation of the structure can be divided into 4 stages: prior uplift, fluctuating uplift, continuous uplift, and relative stability. The structure convergence deformation can be divided into 3 stages: fluctuating convergence, continuous convergence, and stable convergence. And there are 3 stages, perturbation settlement, rapid consolidation, and relative stability in the vertical deformation of the axial surface. There are significant differences in the vertical structure deformation caused by uneven distribution of additional pressure on the tunnel structure. The maximum vertical surface deformation in the tunnel axis would exceed the warning value and the final settlement deformation would be approximately 84.3% the maximum deformation. The width of the surface sinkhole and location of the maximum settlement are closely related to the depth-to-diameter ratio, but the “swell ridge” distribution would be evident when the depth-to-diameter ratio is relatively large. In about 21~50 d after the excavation construction, the amplitude of structure vertical deformation, structure convergence deformation and surface vertical deformation is significant, and the deformation trend is relatively explicit, which is the key stage to improve the deformation control and remediation effect. The findings of this study are intended to serve as a significant reference for the control of structure deformation and environmental safety protection of shallow and large diameter shield tunnelling in soft soil.

, correspAuthors=Dong-mei ZHANG, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, authorCompany=null, fund=null, authors=null, authorsList=Bin-lin GAN, Dong-mei ZHANG, Yi-yao SHEN, Zhong-kai HUANG, Zhao-geng CHEN, Mei-heng ZHU), CN=ArticleExt(id=1149780519128363385, articleId=1149780471686591335, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=软土浅埋大直径盾构隧道施工变形响应特征, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

施工变形响应规律是保障大直径盾构隧道施工安全的关键基础。尤其是对软土浅埋大直径盾构隧道而言,软土高压缩、低抗剪力学特性和浅埋条件下低覆土压力以及大开挖卸荷效应相互耦合会导致变形响应机制更为复杂。为揭示软土浅埋大直径盾构隧道施工变形响应特征规律,以上海市域机场线联络线浅埋大直径盾构隧道施工为依托,结合现场动态监测分析施工期隧道结构竖向变形、结构收敛变形和地表变形的特征及其影响机理。结果表明:不同变形类型的历时变化节点时间关联密切,结构竖向变形可分为先期上浮、波动上浮、持续上浮、相对稳定4个阶段,结构收敛变形可分为波动收敛、持续收敛和收敛稳定3个阶段,轴线地表竖向变形分为扰动沉降、快速固结沉降和相对稳定3个阶段;隧道结构轴线附加压力不均匀分布导致结构竖向变形差异显著;隧道轴线地表最大竖向变形量会超过预警值,最终沉降变形量约为最大变形量的84.3%;地表沉降槽宽度和最大沉降位置与埋深比密切相关,但埋深比相对较大时,可能会出现“隆脊”分布特征;掘进施工后21~50 d,结构竖向变形、结构收敛变形和地表竖向变形幅值较大,变形趋势相对明确,是提高变形控制与整治效果的关键阶段。研究成果以期为软土地层浅埋大直径盾构隧道施工结构变形控制和环境安全保护提供有效指导。

, correspAuthors=张冬梅, authorNote=null, correspAuthorsNote=
* 张冬梅(1975—),女,汉族,山东菏泽人,博士,教授,博士研究生导师。研究方向:隧道及地下结构智能管控方法与技术。E-mail:。
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甘彬霖(1996—),男,汉族,广西玉林人,博士研究生。研究方向:隧道及地下结构智能管控方法。E-mail:。

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甘彬霖(1996—),男,汉族,广西玉林人,博士研究生。研究方向:隧道及地下结构智能管控方法。E-mail:。

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甘彬霖(1996—),男,汉族,广西玉林人,博士研究生。研究方向:隧道及地下结构智能管控方法。E-mail:。

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Science Technology and Engineering, 2024, 24(11): 4759-4768., articleTitle=Regularity and prediction of segment floating of shallow buried large diameter shield tunnel in soft soil area: a case study on Shanghai airport contact line, refAbstract=null)], funds=[Fund(id=1218525115814428748, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471686591335, awardId=2022YFC3800905, language=CN, fundingSource=国家重点研发计划(2022YFC3800905), fundOrder=null, country=null), Fund(id=1218525115944452177, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471686591335, awardId=52238010, language=CN, fundingSource=国家自然科学基金(52238010), fundOrder=null, country=null), Fund(id=1218525116087058518, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471686591335, awardId=52108381, language=CN, fundingSource=国家自然科学基金(52108381), fundOrder=null, country=null), Fund(id=1218525116246442084, tenantId=1146029695717560320, 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tableContent=null), ArticleFig(id=1218525115520827446, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471686591335, language=EN, label=Table 1, caption=

Frequency and threshold of the deformation monitoring

, figureFileSmall=null, figureFileBig=null, tableContent=
监测项目 监测频率 变形控制值
变形速率>
5 mm/d		 变形速率
1~5 mm/d		 变形速率<
1 mm/d		 变形速率<
0.5 mm/d		 变化速率/
(mm·d-1)		 累计值/
mm
地表竖向变形 2次/1 d 1次/1 d 1次/2 d 1次/1周 3 10(隆起),30(沉降)
隧道竖向变形 1次/1 d 1次/3 d 1次/7 d 1次/2周 3 10
隧道横向收敛 1次/1 d 1次/3 d 1次/7 d 1次/2周 3 40.8
), ArticleFig(id=1218525115613102141, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471686591335, language=CN, label=表1, caption=

变形监测频率与监测控制值

, figureFileSmall=null, figureFileBig=null, tableContent=
监测项目 监测频率 变形控制值
变形速率>
5 mm/d		 变形速率
1~5 mm/d		 变形速率<
1 mm/d		 变形速率<
0.5 mm/d		 变化速率/
(mm·d-1)		 累计值/
mm
地表竖向变形 2次/1 d 1次/1 d 1次/2 d 1次/1周 3 10(隆起),30(沉降)
隧道竖向变形 1次/1 d 1次/3 d 1次/7 d 1次/2周 3 10
隧道横向收敛 1次/1 d 1次/3 d 1次/7 d 1次/2周 3 40.8
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软土浅埋大直径盾构隧道施工变形响应特征
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甘彬霖 1 , 张冬梅 1, 2, 3, * , 申轶尧 2 , 黄忠凯 2 , 陈兆庚 1 , 朱美恒 4
科学技术与工程 | 论文·建筑科学 2025,25(10): 4284-4291
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科学技术与工程 | 论文·建筑科学 2025, 25(10): 4284-4291
软土浅埋大直径盾构隧道施工变形响应特征
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甘彬霖1 , 张冬梅1, 2, 3, * , 申轶尧2, 黄忠凯2, 陈兆庚1, 朱美恒4
作者信息
  • 1 同济大学上海自主智能无人系统科学中心, 上海 200092
  • 2 同济大学地下建筑与工程系, 上海 200092
  • 3 青海大学土木水利学院, 西宁 810016
  • 4 中交隧道工程局有限公司上海机场联络线项目部, 南京 211106

    • 甘彬霖(1996—),男,汉族,广西玉林人,博士研究生。研究方向:隧道及地下结构智能管控方法。E-mail:。

通讯作者:

* 张冬梅(1975—),女,汉族,山东菏泽人,博士,教授,博士研究生导师。研究方向:隧道及地下结构智能管控方法与技术。E-mail:。
Deformation Characteristics Caused by Shallow and Large Diameter Shield Tunnelling in Soft Soil
Bin-lin GAN1 , Dong-mei ZHANG1, 2, 3, * , Yi-yao SHEN2, Zhong-kai HUANG2, Zhao-geng CHEN1, Mei-heng ZHU4
Affiliations
  • 1 Shanghai Research Institute for Intelligent Autonomous Systems, Tongji University, Shanghai 200092, China
  • 2 Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China
  • 3 College of Civil Engineering and Water Resources, Qinghai University, Xining 810016, China
  • 4 Project Department of Shanghai Airport Connecting Line, CCCC Tunnel Engineering Bureau Co., Ltd., Nanjing 211106, China
出版时间: 2025-04-08 doi: 10.12404/j.issn.1671-1815.2403898
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摘要
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施工变形响应规律是保障大直径盾构隧道施工安全的关键基础。尤其是对软土浅埋大直径盾构隧道而言,软土高压缩、低抗剪力学特性和浅埋条件下低覆土压力以及大开挖卸荷效应相互耦合会导致变形响应机制更为复杂。为揭示软土浅埋大直径盾构隧道施工变形响应特征规律,以上海市域机场线联络线浅埋大直径盾构隧道施工为依托,结合现场动态监测分析施工期隧道结构竖向变形、结构收敛变形和地表变形的特征及其影响机理。结果表明:不同变形类型的历时变化节点时间关联密切,结构竖向变形可分为先期上浮、波动上浮、持续上浮、相对稳定4个阶段,结构收敛变形可分为波动收敛、持续收敛和收敛稳定3个阶段,轴线地表竖向变形分为扰动沉降、快速固结沉降和相对稳定3个阶段;隧道结构轴线附加压力不均匀分布导致结构竖向变形差异显著;隧道轴线地表最大竖向变形量会超过预警值,最终沉降变形量约为最大变形量的84.3%;地表沉降槽宽度和最大沉降位置与埋深比密切相关,但埋深比相对较大时,可能会出现“隆脊”分布特征;掘进施工后21~50 d,结构竖向变形、结构收敛变形和地表竖向变形幅值较大,变形趋势相对明确,是提高变形控制与整治效果的关键阶段。研究成果以期为软土地层浅埋大直径盾构隧道施工结构变形控制和环境安全保护提供有效指导。

大直径盾构  /  软土地层  /  结构变形  /  地表变形  /  动态监测

Deformation law is of significant for ensuring the safety of structures and environment during the large diameter shield tunnelling. Particularly for shallow and large diameter shield tunnelling in soft soil, the mutual coupling of high compressibility and low shear strength of soft soil and low overburden load under shallow burial conditions as well as the unloading effect of large excavation will lead to a more complex construction deformation mechanism. Hence, the characteristics of structure vertical deformation, structure convergence deformation and surface deformation caused by shallow and large diameter shield tunnelling in soft soil and their mechanism were studied, based on the dynamic deformation monitoring of a shallow buried large-diameter shield tunnel of Shanghai Suburban Railway Airport Link Line. The results show that the ephemeral demarcation times for different deformation types were closely related. The vertical deformation of the structure can be divided into 4 stages: prior uplift, fluctuating uplift, continuous uplift, and relative stability. The structure convergence deformation can be divided into 3 stages: fluctuating convergence, continuous convergence, and stable convergence. And there are 3 stages, perturbation settlement, rapid consolidation, and relative stability in the vertical deformation of the axial surface. There are significant differences in the vertical structure deformation caused by uneven distribution of additional pressure on the tunnel structure. The maximum vertical surface deformation in the tunnel axis would exceed the warning value and the final settlement deformation would be approximately 84.3% the maximum deformation. The width of the surface sinkhole and location of the maximum settlement are closely related to the depth-to-diameter ratio, but the “swell ridge” distribution would be evident when the depth-to-diameter ratio is relatively large. In about 21~50 d after the excavation construction, the amplitude of structure vertical deformation, structure convergence deformation and surface vertical deformation is significant, and the deformation trend is relatively explicit, which is the key stage to improve the deformation control and remediation effect. The findings of this study are intended to serve as a significant reference for the control of structure deformation and environmental safety protection of shallow and large diameter shield tunnelling in soft soil.

large diameter shield tunnelling  /  soft soil  /  structure deformation  /  surface deformation  /  dynamic monitoring
甘彬霖, 张冬梅, 申轶尧, 黄忠凯, 陈兆庚, 朱美恒. 软土浅埋大直径盾构隧道施工变形响应特征. 科学技术与工程, 2025 , 25 (10) : 4284 -4291 . DOI: 10.12404/j.issn.1671-1815.2403898
Bin-lin GAN, Dong-mei ZHANG, Yi-yao SHEN, Zhong-kai HUANG, Zhao-geng CHEN, Mei-heng ZHU. Deformation Characteristics Caused by Shallow and Large Diameter Shield Tunnelling in Soft Soil[J]. Science Technology and Engineering, 2025 , 25 (10) : 4284 -4291 . DOI: 10.12404/j.issn.1671-1815.2403898
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盾构隧道是城市地下空间开发利用的重要结构载体。随着城市地下空间的发展需要,盾构隧道结构朝着大直径、长距离和复杂地质的方向发展[1-4]。截至2021年底,国内共修建大直径盾构隧道工程65项,大直径盾构隧道建设迈入了高质量规模化发展阶段[5-6]。但随着隧道断面尺寸增大,盾构掘进开挖卸荷效应与地层扰动强度随之增大,在复杂地质条件耦合影响下,大直径盾构隧道施工导致的隧道结构和地层变形规律愈加复杂,亟需对其施工变形响应特征规律进行研究,以更好地控制施工过程中隧道结构和环境安全[7-11]。
基于此,Zhang等[12]将离心机试验与有限元数值模拟相结合,分析了大直径盾构隧道穿越复杂多地层施工的结构受力与收敛变形特征。Shi等[9]基于现场试验,通过数值模拟分析了滨海富水地层大直径盾构隧道施工中区间结构差异上浮的影响因素和演化规律。Xie等[13]通过现场监测和数值模拟,分析了不良地质条件下大直径盾构隧道掘进参数与地表变形的相关性及其优化问题。李明宇等[14]通过现场监测分析了粉质黏土地层中某大直径盾构隧道施工期结构上浮和收敛变形的发展规律及其影响参数的相关性。马蕾等[15]以上海虹梅南路越江隧道工程为背景,对软土地层浅埋大直径盾构隧道施工结构上浮和地表变形模型进行研究。张稳军等[16]结合某大直径盾构隧道案例,采用数值分析方法研究了盾构推力和偏移作用对黏-砂土地层浅埋大直径盾构隧道衬砌结构受力变形的影响规律。此外,张继超等[17]、岳岭等[18]和Liu等[19]基于监测数据的回归拟合经验公式和深度学习算法对大直径盾构隧道施工地表变形特征进行预测分析。上述研究丰富了大直径盾构隧道施工变形响应规律成果,但对于软土浅埋大直径盾构隧道而言,软土地层高压缩、低抗剪的力学特性容易导致隧道结构和地层变形响应强度增大,同时浅埋低覆土压力条件下隧道开挖卸荷效应更加显著,会导致隧道结构和地层变形机制更加复杂。当前软土浅埋大直径盾构隧道施工变形响应规律尚不清晰,对隧道施工结构变形控制和环境安全带来严峻挑战[20-21]。
为揭示软土浅埋大直径盾构隧道施工变形响应特征规律,现以上海市域机场联络线张江站—度假区站区间大直径盾构隧道施工为依托,结合实际变形动态监测分析施工期大直径盾构隧道结构竖向变形、结构收敛变形和地表变形特征及其影响机理,以期为软土地层浅埋大直径盾构隧道施工结构变形控制和环境安全保护提供有效指导。
1 工程概况与监测方案
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1.1 工程概况
上海轨道交通市域线机场联络线起止点为虹桥站至上海东站,全长68.627 km,全线共设车站9座。其中,张江站—度假区站区间(图1)为单洞双线盾构隧道,长度为5.69 km,区间隧道中心埋深为15.026~27.055 m;盾构开挖外径为14.04 m,结构外径为13.6 m,结构内径为12.5 m,采用通用8块管片楔形环错缝拼装,环宽为2 m。
盾构区间地层为典型的上海地区软土地层(图1),洞身穿越地层主要为:④灰色淤泥质黏土、⑤1-1灰色粉砂与粉质黏土互层、⑤3-1灰色粉质黏土夹粉砂、⑤31-1灰色粉砂以及⑤32灰色粉质黏土与粉砂互层。浅层潜水年平均水位埋深为0.5 m,年平均低水位埋深为1.5 m;承压水水位埋深为5.30 m,相应标高为-2.03 m。
1.2 变形监测方案
盾构隧道施工变形监测包括结构竖向位移监测、结构收敛变形监测和地表变形监测。如图2所示,结构竖向位移监测和结构收敛变形监测沿隧道轴线每10环(20 m)布设1个监测点或监测断面,以CJ+管片环号对沉降监测点命名,以SL+管片环号对收敛监测断面命名;地表变形监测在盾构中心线上方每5环布设1个监测点,以DB+环号对轴线地表监测点命名;同时在盾构区间上方垂直盾构中心线方向每30环布设1组监测断面,每组断面布设11个监测点,断面监测点以DB+环号-1~DB环号-10命名,其中间点与轴线地表点共点,依次向两侧间距6.8、5、10、15、15 m进行布设,并根据现场实际情况适当调整。各监测项目的监测频率与监测控制值如表1所示。
2 盾构隧道结构变形响应特征
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2.1 结构竖向变形特征
张江站~度假区站区间盾构隧道自2022年1月10日始发掘进,2023年3月9日掘进至约1800环,选取1~1600环的隧道结构竖向位移监测数据进行分析。其中,竖向变形正值表示隧道结构向上隆起,负值表示隧道结构向下沉降。
如图3所示,隧道结构竖向变形历时变化分为先期上浮、波动上浮、持续上浮、相对稳定4个阶段。管片拼装完成后1~3 d为先期上浮阶段,由于开挖卸荷导致的土体上浮,以及在泥浆浮力作用下隧道结构出现的上浮现象,但上浮量相对较小;3~21 d为波动上浮阶段,地层在开挖卸荷、扰动沉降耦合作用下出现明显上浮和沉降波动,隧道结构竖向变形幅值均显著增大,导致不同区段隧道结构受力变形方向存在不确定性;21~120 d为持续上浮阶段,隧道结构持续受开挖卸荷效应影响,总体持续上浮隆起,变形量逐渐增大,但变形速率逐渐减小;120 d后为相对稳定阶段,地层应力场和位移场重分布平衡,隧道结构竖向变形发展相对稳定。
根据隧道结构不同阶段竖向受力变形特征可知,持续上浮阶段隧道竖向变形幅值最大,且受力变形趋势清晰明确,可在该阶段采取针对性措施对结构竖向变形进行有效控制和整治。
由图4可知,区间内环片隧道结构最大沉降变形在0~-5.08 mm,最大隆起变形在0~7.33 mm,最终竖向变形在-4.32~6.65 mm,最终变形以上浮隆起为主,其中隧道结构最终竖向变形与最大隆起变形显著线性正相关(图5)。但受地层开挖卸荷和扰动沉降的互斥影响,隧道轴线结构附加压力不均匀分布,导致隧道轴线接受竖向变形量差异显著,应重点防范隧道管片环间差异沉降导致的渗漏水、螺栓剪切破坏和混凝土破坏等安全隐患。
2.2 结构收敛变形特征
隧道结构收敛变形历时变化特征如图6所示,其中“+”值表示隧道结构横向直径扩张,“-”值表示隧道结构横向直径收缩。根据隧道结构收敛变形历时曲线,可将收敛过程分为波动收敛、持续收敛和收敛稳定3个阶段。其中管片拼装后约21 d内为波动收敛阶段,隧道结构与地层环境双向耦合,在地层应力场和位移场重分布作用下导致环片结构收敛变形波动较大,收敛变形方向反复变化;管片拼装后21~120 d为持续收敛阶段,开挖卸荷效应下隧道结构竖向上浮受到土压力的限制,导致区间环片结构横向收敛变形均变大,隧道结构收敛变形正向发展,即结构向外扩张;管片拼装后约120 d为收敛稳定阶段,结构收敛变形趋于稳定,最终相对横向收敛变形均为正值,结构横向扩张,即隧道结构呈横鸭蛋变形特征。根据隧道结构不同阶段受力收敛变形特征可知,波动收敛阶段结束后,即管片拼装后约21 d之后,隧道结构受力收敛变形趋势相对明确,可有助于隧道结构收敛变形控制与整治。
隧道结构0~1600环区间的横向收敛变形特征如图7所示,区间内环号管片结构收敛变形差异较大,隧道结构最终收敛变形在-4.31~6.09 mm区间,其中最大收敛变形在0.3~6.72 mm,相对于隧道外直径的隧道结构最大相对横向收敛变形量在0.002%D~0.049%D(D为隧道结构外直径),最终收敛变形以横向扩张为主,即呈“横鸭蛋”变形特征。隧道结构最终收敛变形量与最大收敛变形量显著线性正相关(图8),最终收敛变形量约为最大收敛变形量的90%,可用于收敛变形预测的关联量化分析。
总体而言,软土地层浅埋大直径盾构隧道结构横向收敛变形较小,主要是因为软土抗剪强度较小,对大直径盾构隧道结构位移限制作用较弱,同时浅埋条件下上覆土压力较小,产生的隧道结构附加土压力较小,因而大直径盾构隧道结构收敛变形较小。
3 地表变形特征
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3.1 隧道轴线地表竖向变形特征
隧道轴线地表竖向变形历时变化如图9所示,其中“+”值表示地表向上隆起变形,“-”值表示地表向下沉降变形。在盾构掘进过程中,地表竖向变形可分为扰动沉降、快速固结沉降和稳定沉降3个阶段。其中掘进完成1~7 d为扰动沉降阶段,地表主要发生扰动沉降,沉降变形量在15 mm以内;7~21 d为快速固结沉降阶段,隧道上方土层受到开挖扰动后快速固结从而快速沉降,然而,当卸荷效应较大时地表可能会发生卸荷隆起,而隆起响应程度与隧道埋深等密切相关,导致地表竖向变形方向出现差异;约21 d之后,地表沉降变形相对稳定,最终沉降变形与最大沉降变形差异较小。
综合隧道结构竖向变形和收敛变形历时发展特征可知,软土浅埋大直径盾构隧道结构施工过程中地表竖向变形、结构竖向变形和收敛变形历时变化时间关联密切且相互影响。盾构开挖掘进后约21 d内,地表竖向变形经历扰动沉降、快速固结沉降2个阶段,地表竖向变形量显著,可在该阶段内加强监测和采取有效措施以保护周围环境安全。
隧道沿线地表最终沉降变形与最大沉降变形特征如图10所示,隧道沿线地表竖向变形规律区段差异显著,与地层状况密切相关。其中地表最大竖向变形量在-25.41~0 mm,地表最终竖向变形量在-23.19~8.36 mm,地表最大竖向变形量超过《城市轨道交通工程监测技术规范:GB50911—2013》的预警值。同时,地表最终沉降变形随地表最大沉降变形变化而变化,但沿线地表最终沉降变形与地表最大沉降变形显著线性正相关(图11),地表最终沉降变形量约为最大变形量的84.3%。
3.2 隧道横断面地表竖向变形特征
针对隧道横断面地表竖向变形特征,选取DB110、DB500、DB680和DB830等地表竖向变形监测断面历时变化数据进行分析,监测断面对应隧道中心埋深分别为18.18、20.617、19.979、21.878 m,对应埋深比分别为1.34、1.52、1.47和1.60,均属于浅埋大直径盾构隧道区间。
在开挖卸荷和土体固结共同作用下,地表监测断面通常以隧道轴线为中心,先向上拱形隆起,再向下凹形沉降,呈沉降槽特征。如DB110地表监测断面(图12)、DB500地表监测断面(图13)和DB680地表监测断面(图14)所示,地表断面在掘进7 d内总体呈拱形隆起,7 d后开始凹形沉降,最终总体呈沉降槽特征。不同环号对应地表断面沉降槽宽度存在一定差异,但主要与隧道结构外直径尺寸位置相对应,而隧道结构外直径尺寸位置以外区域呈现上浮隆起特征。同时,软土浅埋大直径盾构隧道沉降槽形状与隧道埋深比密切相关。当隧道埋深比相对较小时,大直径盾构隧道掘进开挖卸荷效应相对较小,开挖扰动和固结沉降效应大于开挖卸荷效应,沉降槽宽度较小,且沉降最大值出现在隧道轴线中心位置,如图12所示;当隧道埋深比进一步增大时,大直径盾构隧道掘进开挖卸荷效应随之增大,沉降槽宽度随之增大,但沉降最大值位置偏离隧道轴线中心,而是出现在隧道外直径所在位置,且沉降槽呈非对称分布特征,如图13和图14所示;当隧道埋深比相对较大时,盾构开挖效应相对较大,开挖卸荷效应大于开挖扰动和固结沉降效应,盾构隧道结构边界内土体出现明显上浮隆起,最大隆起变形处出现在隧道轴线中心位置,呈“隆脊”分布特征,如图15所示,最大隆起值达到控制值的71.6%,应对此给予关注和防范。
4 结论
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为揭示软土浅埋大直径盾构隧道施工变形响应特征规律,以某软土浅埋大直径盾构隧道工程为背景,结合变形动态监测分析施工期大直径盾构隧道结构竖向变形、结构收敛变形和地表变形特征及其影响机理,得到以下结论。
(1)根据软土浅埋大直径盾构隧道施工变形历时特征,结构竖向变形历时过程分为先期上浮、波动上浮、持续上浮、相对稳定4个阶段,结构收敛变形分为波动收敛、持续收敛和收敛稳定3个阶段,轴线地表竖向变形分为扰动沉降、快速固结沉降和稳定沉降3个阶段,不同变形类型的阶段划分节点时间关联密切。
(2)在地层开挖卸荷和扰动沉降耦合互斥作用下,施工过程中隧道结构竖向变形量在-5.08~7.33 mm,最终变形以上浮隆起为主,隧道结构最终竖向变形与最大隆起变形呈显著线性正相关关系;但隧道结构轴线附加压力不均匀分布导致结构竖向变形差异显著,应重点防范管片环间竖向差异变形诱发结构安全隐患。
(3)隧道轴线地表最大竖向变形量为-25.41 mm,超过地表竖向变形预警值,地表最终竖向变形量在-23.19~8.36 mm,最终沉降变形量约为最大变形量的84.3%;地表沉降槽宽度和最大沉降位置特征与埋深比密切相关,但埋深比相对较大时,可能出现“隆脊”分布特征,应对此给予关注和防范。
(4)根据隧道施工变形响应历时特征,隧道开挖掘进后21~50 d,结构竖向变形处于持续上浮阶段,结构收敛处于持续收敛阶段,地表竖向变形处于稳定沉降阶段,该时间段内变形响应幅值较大,受力变形趋势相对清晰明确,是结构变形控制与整治的关键阶段。
基金
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  • 国家重点研发计划(2022YFC3800905)
  • 国家自然科学基金(52238010)
  • 国家自然科学基金(52108381)
  • 国家自然科学基金(52090082)
  • 青海省科学技术厅基础研究计划(2023-ZJ-926M)
文献
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2025年第25卷第10期
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doi: 10.12404/j.issn.1671-1815.2403898
  • 接收时间：2024-05-26
  • 首发时间：2025-07-09
  • 出版时间：2025-04-08
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  • 收稿日期：2024-05-26
  • 修回日期：2025-01-15
基金
国家重点研发计划(2022YFC3800905)
国家自然科学基金(52238010)
国家自然科学基金(52108381)
国家自然科学基金(52090082)
青海省科学技术厅基础研究计划(2023-ZJ-926M)
作者信息
    1 同济大学上海自主智能无人系统科学中心, 上海 200092
    2 同济大学地下建筑与工程系, 上海 200092
    3 青海大学土木水利学院, 西宁 810016
    4 中交隧道工程局有限公司上海机场联络线项目部, 南京 211106

通讯作者:

* 张冬梅(1975—),女,汉族,山东菏泽人,博士,教授,博士研究生导师。研究方向:隧道及地下结构智能管控方法与技术。E-mail:。
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2种不同金属材料的力学参数
科
Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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