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Article(id=1261270374386361284, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2405767, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1722441600000, receivedDateStr=2024-08-01, revisedDate=1745251200000, revisedDateStr=2025-04-22, acceptedDate=null, acceptedDateStr=null, onlineDate=1778639890523, onlineDateStr=2026-05-13, pubDate=1752768000000, pubDateStr=2025-07-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1778639890523, onlineIssueDateStr=2026-05-13, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1778639890523, creator=13701087609, updateTime=1778639890523, updator=13701087609, issue=Issue{id=1261262687258985194, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='20', pageStart='8317', pageEnd='8759', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1778638057769, creator=13701087609, updateTime=1778753106634, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1261745237240722095, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1261745237240722096, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=8632, endPage=8640, ext={EN=ArticleExt(id=1261270377519506383, articleId=1261270374386361284, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Experimental Study on Settlement Evolution of Overlying Strata in Large Section Tunnel Excavation, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

Large section tunnel in-situ expansion excavation is prone to induce ground settlement, posing a threat to the service safety of surrounding structures. However, the settlement evolution of the overlying strata during tunnel expansion excavation are not yet clear. A method combining theoretical analysis, physical model testing, and engineering practice was adopted to investigate the settlement evolution of the overlying strata during expansion excavation of tunnels. A theoretical model for tunnel expansion excavation settlement was established. The research findings indicate that the settlement of the overlying strata above the tunnel exhibits a sudden increase characteristic, with the expansion excavation settlement zone showing a parabolic distribution, which is primarily related to the cohesive force of the rock mass and its brittle fracture characteristics. The strata settlement shows a nonlinear increasing relationship with the distance from the tunnel, mainly influenced by the non-uniform attenuation of excavation unloading disturbance. The theoretical model curves can reflect the settlement evolution consistent with the physical model tests, with an average deviation of 4.8% between the experimental and theoretical values. Considering the influence of the correction coefficient α for tunnel support on the measured engineering values, the model with α=0.7 and α=0.4 can better predict the range of surface settlement after tunnel expansion excavation and support. The research results provide a theoretical method for calculating strata settlement during tunnel in-situ expansion excavation.

, correspAuthors=Xiang-feng LÜ, 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=Jie-li LI, Liang GAO, Wei ZHANG, Yi-jun XU, Jia-cheng LI, Xiang-feng LÜ), CN=ArticleExt(id=1261270394921672828, articleId=1261270374386361284, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=大断面隧道扩挖上覆地层沉降规律试验研究, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

大断面隧道原位扩挖易诱发地表沉降,威胁周边建构筑物服役安全,然而,隧道原位扩挖上覆地层沉降规律尚不清晰。采用理论分析、物理模型试验和工程实践相结合的方法,研究隧道原位单侧扩挖上覆地层沉降规律,建立隧道扩挖沉降量理论模型。结果表明:隧道上覆地层沉降具有突增特征,扩挖沉降带呈抛物线分布特征,主要与岩体的黏聚力与脆性破断特征有关,地层沉降量与距隧道的距离呈非线性递增变化关系,主要受开挖卸荷扰动的非均匀衰减影响;理论模型曲线可以反映出与模型试验一致的沉降规律,试验值与理论值的平均误差为4.8%;考虑隧道支护的修正系数α对工程实测值的影响,α=0.7的模型值与α=0.4的模型值可以较好地预测隧道扩挖支护后隧道地表沉降的变化范围。研究成果可为隧道原位扩挖地层沉降计算提供理论方法。

, correspAuthors=吕祥锋, authorNote=null, correspAuthorsNote=
* 吕祥锋(1982—),男,汉族,河北邢台人,博士,教授,博士研究生导师。研究方向:地下空间工程稳定性与控制。E-mail:。
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李介立(1966—),男,汉族,四川达州人,硕士,高级工程师。研究方向:桥梁与隧道工程。E-mail:。

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李介立(1966—),男,汉族,四川达州人,硕士,高级工程师。研究方向:桥梁与隧道工程。E-mail:。

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李介立(1966—),男,汉族,四川达州人,硕士,高级工程师。研究方向:桥梁与隧道工程。E-mail:。

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Tunnel expansion parameters

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类别 密度ρ/
(g·cm-3)		 单轴抗压强
度/MPa		 弹性模量/
MPa		 内摩擦角/
(°)		 泊松比
μ
原型 2 640 18.36 4 500 31 0.35
模型 1 690 0.22 48 32.4 0.34
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隧道扩挖参数

, figureFileSmall=null, figureFileBig=null, tableContent=
类别 密度ρ/
(g·cm-3)		 单轴抗压强
度/MPa		 弹性模量/
MPa		 内摩擦角/
(°)		 泊松比
μ
原型 2 640 18.36 4 500 31 0.35
模型 1 690 0.22 48 32.4 0.34
), ArticleFig(id=1261270438693429690, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270374386361284, language=EN, label=Table 2, caption=

Tunnel expansion parameters

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参数 z/m R1/m R2/m A2/m2 A3/m2 V2 V3 D/m
数值 18 9 10.75 19 15.6 0.01 0.01 3
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隧道扩挖参数

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参数 z/m R1/m R2/m A2/m2 A3/m2 V2 V3 D/m
数值 18 9 10.75 19 15.6 0.01 0.01 3
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大断面隧道扩挖上覆地层沉降规律试验研究
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李介立 1 , 高亮 1 , 张伟 2 , 徐毅俊 2 , 李嘉诚 3, 4 , 吕祥锋 3, 4, *
科学技术与工程 | 论文·建筑科学 2025,25(20): 8632-8640
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科学技术与工程 | 论文·建筑科学 2025, 25(20): 8632-8640
大断面隧道扩挖上覆地层沉降规律试验研究
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李介立1 , 高亮1, 张伟2, 徐毅俊2, 李嘉诚3, 4, 吕祥锋3, 4, *
作者信息
  • 1 中电建路桥集团有限公司, 北京 100160
  • 2 中电建(广东)中开高速公路有限公司, 江门 529142
  • 3 北京科技大学河北省地面塌陷机理与防控重点实验室, 北京 100083
  • 4 北京科技大学未来城市学院, 北京 100083

    • 李介立(1966—),男,汉族,四川达州人,硕士,高级工程师。研究方向:桥梁与隧道工程。E-mail:。

通讯作者:

* 吕祥锋(1982—),男,汉族,河北邢台人,博士,教授,博士研究生导师。研究方向:地下空间工程稳定性与控制。E-mail:。
Experimental Study on Settlement Evolution of Overlying Strata in Large Section Tunnel Excavation
Jie-li LI1 , Liang GAO1, Wei ZHANG2, Yi-jun XU2, Jia-cheng LI3, 4, Xiang-feng LÜ3, 4, *
Affiliations
  • 1 PowerChina Roadbridge Group Co., Ltd., Beijing 100160, China
  • 2 China Power Construction (Guangdong) Zhongkai Expressway Co., Ltd., Jiangmen 529142, China
  • 3 Key Laboratory of Ground Subsidence Mechanism and Prevention and Control of Hebei Province, University of Science and Technology Beijing, Beijing 100083, China
  • 4 Future City Institute, University of Science and Technology Beijing, Beijing 100083, China
出版时间: 2025-07-18 doi: 10.12404/j.issn.1671-1815.2405767
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摘要
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大断面隧道原位扩挖易诱发地表沉降,威胁周边建构筑物服役安全,然而,隧道原位扩挖上覆地层沉降规律尚不清晰。采用理论分析、物理模型试验和工程实践相结合的方法,研究隧道原位单侧扩挖上覆地层沉降规律,建立隧道扩挖沉降量理论模型。结果表明:隧道上覆地层沉降具有突增特征,扩挖沉降带呈抛物线分布特征,主要与岩体的黏聚力与脆性破断特征有关,地层沉降量与距隧道的距离呈非线性递增变化关系,主要受开挖卸荷扰动的非均匀衰减影响;理论模型曲线可以反映出与模型试验一致的沉降规律,试验值与理论值的平均误差为4.8%;考虑隧道支护的修正系数α对工程实测值的影响,α=0.7的模型值与α=0.4的模型值可以较好地预测隧道扩挖支护后隧道地表沉降的变化范围。研究成果可为隧道原位扩挖地层沉降计算提供理论方法。

大断面隧道  /  原位扩挖  /  地层沉降  /  物理模型试验  /  Peck 公式

Large section tunnel in-situ expansion excavation is prone to induce ground settlement, posing a threat to the service safety of surrounding structures. However, the settlement evolution of the overlying strata during tunnel expansion excavation are not yet clear. A method combining theoretical analysis, physical model testing, and engineering practice was adopted to investigate the settlement evolution of the overlying strata during expansion excavation of tunnels. A theoretical model for tunnel expansion excavation settlement was established. The research findings indicate that the settlement of the overlying strata above the tunnel exhibits a sudden increase characteristic, with the expansion excavation settlement zone showing a parabolic distribution, which is primarily related to the cohesive force of the rock mass and its brittle fracture characteristics. The strata settlement shows a nonlinear increasing relationship with the distance from the tunnel, mainly influenced by the non-uniform attenuation of excavation unloading disturbance. The theoretical model curves can reflect the settlement evolution consistent with the physical model tests, with an average deviation of 4.8% between the experimental and theoretical values. Considering the influence of the correction coefficient α for tunnel support on the measured engineering values, the model with α=0.7 and α=0.4 can better predict the range of surface settlement after tunnel expansion excavation and support. The research results provide a theoretical method for calculating strata settlement during tunnel in-situ expansion excavation.

large section tunnel  /  in-situ expansion  /  formation settlement  /  physical model test  /  Peck’s formula
李介立, 高亮, 张伟, 徐毅俊, 李嘉诚, 吕祥锋. 大断面隧道扩挖上覆地层沉降规律试验研究. 科学技术与工程, 2025 , 25 (20) : 8632 -8640 . DOI: 10.12404/j.issn.1671-1815.2405767
Jie-li LI, Liang GAO, Wei ZHANG, Yi-jun XU, Jia-cheng LI, Xiang-feng LÜ. Experimental Study on Settlement Evolution of Overlying Strata in Large Section Tunnel Excavation[J]. Science Technology and Engineering, 2025 , 25 (20) : 8632 -8640 . DOI: 10.12404/j.issn.1671-1815.2405767
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随着城市化进程的不断加快以及交通需求的迅速增长,现有的隧道结构常常不能满足日益增长的通行需求[1-2]。为了提升交通运输能力和效率,隧道扩建成为一项重要的工程措施。隧道扩建不仅能够缓解交通压力,提高运输效率,还可以促进区域经济的发展[3-6]。然而,隧道扩建过程中会导致已稳定的地层回归失稳状态,进而引起上覆地层发生沉降,对地表建筑物和基础设施造成潜在威胁[7-9]。因此,科学评估和有效控制隧道扩建对隧道安全性及地层稳定性的影响,已成为确保施工安全和周边环境稳定的关键问题。
中外学者对隧道扩挖安全性问题进行了许多有价值的研究。Luo等[10]对老虎山大跨度公路隧道扩建过程中的隧道结构变形行为进行研究,发现隧道结构经历了快速变形、缓慢变形和稳定变形3个阶段,并进一步探讨了该过程中隧道结构的力学特性变化,为隧道的施工安全提供了重要参考。Khan等[11]分析了7种经验设计方法对隧道扩建中岩体力学行为的影响,并提出相应的优化支护设计方案,这些方法结合隧道扩建过程中地应力条件和岩体特性,为隧道扩建提供了更加精准和经济的支护设计依据。胡居义等[12-13]通过大帽山隧道Ⅳ、Ⅴ级围岩3种扩建型式的数值分析,综合对比在Ⅳ、Ⅴ级围岩下3种扩建方案的特征,从围岩稳定性及开挖难易程度等角度,认为单侧扩建方案最为合理。孙大增等[14]通过理论分析,推导原位四周扩建引起的围岩应力变化量计算式.得到原位扩建引起的围岩应力变化趋势,为扩建隧道开挖方案设计及支护参数优化提供理论依据。
前人关于隧道扩挖的研究主要集中在力学效应、扩挖施工方法以及支护方式等方面,这些研究对提升隧道扩挖施工的安全性具有重要意义。然而,目前针对隧道扩挖过程中地层沉降规律的研究相对较少。而地层沉降规律的研究至关重要,因为它直接关系到隧道施工过程中周边环境及建筑的安全性和稳定性。鉴于此,以中开高速大常山1#隧道扩挖工程为工程依托,通过模型试验、理论计算及工程验证相结合的方法,研究大断面隧道扩挖过程中地层沉降的规律,为特大断面隧道扩挖工程提供科学依据和技术支持,进而提高工程施工的安全性和经济性。
1 隧道扩挖模型试验
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1.1 工程概况
大常山隧道是广东省中山市中开高速的重要节点,通过扩建原大断面隧道,将现有三车道升级为四车道,进一步优化道路通行效率。隧道全长为624 m,跨度由18 m增至21.5 m,开挖方量由170 m2扩至250 m2,是中国首个特大断面隧道的原位扩建工程,扩建隧道断面设计如图1所示。根据现场地勘资料,围岩主要为中风化花岗斑岩、花岗岩,饱和抗压强度不超过61.2 MPa,岩体完整性系数为0.62~0.79,以Ⅲ级和Ⅳ级围岩为主,围岩等级以Ⅳ级和Ⅴ级为主。由于大常山隧道靠近高压电塔,围岩变形的控制要求更为严格。然而,在隧道扩挖过程中,围岩短期内容易受到二次扰动,可能导致隧道变形量显著增大。此外,隧道变形量及围岩应力分布规律的监测难度较大,进一步增加了扩挖施工的难度和风险。因此,依托大常山1#隧道,开展隧道原位扩挖的力学响应特征研究,以应对这些复杂的工程挑战。
1.2 相似比与围岩相似材料确定
在相似模型试验中,模型相似比包括几何相似比和重度相似比。其中,几何相似比设定为CL=60,重度相似比设定为 Cγ=1.56。其他参数的相似比可由相似理论推导,可表示为

Cc=Cσ=CE=94

式(1)中:Cc为黏聚力相似比;Cσ为应力相似比;CE为弹性模量相似比。
泊松比、应变和内摩擦角的相似比为

Cμ=Cδ=Cϕ=1

式(2)中:Cμ为泊松比相似比;Cδ为应变相似比;Cϕ为内摩擦角相似比。
根据文献[15],强风化围岩的单轴抗压强度大约为微风化围岩的30%,考虑到极端工况,本实验选取V级围岩中的强风化围岩作为相似模型试验的原型围岩参数。通过相似比计算,隧道相似模型围岩的抗压强度为0.21 MPa。为了满足模型试验的要求,制作10组试件来确定力学参数。通过对试件力学性能的对比分析,选定满足相似性要求的材料配比,围岩相似材料的配合比为砂∶白水泥∶滑石粉∶重晶石粉∶乳胶∶水=1∶0.01∶0.44∶0.19∶0.01∶0.23,抗压强度实测结果值为0.22 MPa,与0.21 MPa误差小于10%,满足试验需求。原型围岩及模型围岩的力学参数如表1所示。
1.3 隧道原位扩挖模型试验方案
隧道试验模型按比尺搭建50 cm×50 cm×50 cm尺寸的模型箱。模型箱内铺设隧道围岩相似材料,每铺设5 cm找平压实一次,使模型质量更均匀,铺至距离模型箱顶5 cm时停止,压平表面,架设地表测点与地层测点。地层测点放置之前应该在模型表面对应位置向下打5 cm深的支脚孔,确保传感器支脚能够监测到内部地层。分别在隧道两端及隧道中段布设测点,按扩挖顺序编号依次为监测面1、监测面2、监测面3。测点布置如图2所示。
扩挖施工的同时收集沉降数据,扩挖完成后,待监测数据稳定后停止数据采集。地表测点命名为RS,编号1-1~3-3,前一数字代表监测面序号,后一数字代表测点号。例如,“RS 2-3”表示地表监测面2的3号测点;地层测点命名为FS,编号规则同上。测点编号示意图如图3所示。
尽管毛洞扩挖在实际工程中很少,但是通过毛洞扩挖实验能够有效了解围岩在单侧毛洞条件下的自然应力分布与变形特征,帮助揭示围岩自稳能力和极限承载情况,还可以为支护优化提供理论依据[16],进一步提高支护设计的合理性和施工安全性。图4为隧道扩挖前后的示意图。
1.4 隧道扩挖上覆岩层沉降分析
隧道扩挖数据如图5所示,观察数据图不难发现地层沉降具有突增特征,监测面1的沉降量突增出现约在400 s,监测面2的突增现象出现在1 800 s附近,监测面3的沉降量突增大出现在约3 200 s,沉降量突增的时间与扩挖经过该监测面的时间相吻合,这主要是因为地层扰动导致岩土体结构松散,黏聚力减弱,岩土体的自承载能力受到影响,无法支撑上覆重力,产生了沉降突增。
相同位置的地表测点数值大于地层测点,表明扩挖引起的沉降是由下至上呈非线性递增的,主要原因是受开挖卸荷扰动影响,地层结构逐步损伤变形,在重力作用下浅部地层的变形空间大于深部地层。
在相同平面上,2号测点的沉降量大于3号测点大于1号测点,因为扩挖部分处于2号测点与3号测点之间,扩挖扰动首先经过这部分土体向周围传递,这也解释了1号测点突变时间总是晚于2、3测点的原因。
对比3个监测面同一位置的沉降量,监测面2的沉降量大于监测面1、3,表明隧道中段应力状态最为复杂,土体之间的连接被破坏的最为严重。随着扩挖的推进,不同时刻的沉降云图如图6所示。
1.5 隧道扩挖彩色土模型试验方案
在原位扩挖试验模型试验方案的基础上,采用黄、红、蓝、黑4种色彩的染料,对土体进行染色,染料采用专用Fe2O3土体染色剂,确保染色剂成分稳定,与围岩相似材料成分不会发生化学反应而改变其强度。
由下而上每隔5 cm铺设一层彩色土,颜色顺序为“黄→红→蓝→黑”,共铺设9层,地表距离模型顶部预留5 cm,彩色土模型示意图如图7所示。
在模型右侧进行单侧扩挖。扩挖完毕后先沿隧道横向解剖上覆地层,观察沉降规律,之后由上到下逐层剖开彩色土,分析平面与平面之间的颜色侵入情况,进一步分析隧道扩挖对上覆岩层沉降的影响规律。地层沉降与距隧道距离的关系如图8所示,地层沉降量与距隧道的距离呈非线性递增变化关系,主要受开挖卸荷扰动的非均匀衰减影响,非扩挖一侧拱脚上方地层沉降量最小(1.75 mm),为扩挖一侧拱脚上方地层沉降量的89.7%,为拱顶上方地层沉降量的87.5%。
1.6 彩色土地层解构分析
沿隧道横向解剖地层,地层分界线出现较明显下沉曲线,整体来看,曲线形状类似抛物线,曲线顶点位于隧道扩挖部分的正上方,越靠近扩挖隧道,地层沉降程度越大,如图9所示,该现象符合上述章节发现的地层沉降规律,即地层中的沉降由下向上传递。
如图10所示,沿水平方向解剖地层,地层与地层之间的侵入现象明显。剖开地表黄色土层,发现黑色地层上残留黄色土痕,且中部较明显,两侧零星分布;继续剖开黑色土层,同样发现黑色土残留在蓝色土层当中,不同之处在于黑色条带更窄,且颜色更深。这种现象表明了随着扩挖施工,地层发生沉降,沉降范围自地表向下逐渐减小,但沉降量逐渐增大。彩色土试验从更加直观的角度展示了隧道扩挖上覆地层的沉降规律,与测点监测数据能够相互印证。
2 隧道扩挖沉降量理论模型
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2.1 Peck公式及其改进
Peck公式用于预测沉降槽的变化,可表示为
S(x)=Smaxexp$\left(-\frac{{x}^{2}}{2{i}^{2}}\right)$
Smax=$\frac{A{V}_{1}}{i\sqrt{2\mathrm{\pi }}}$
式中:S(x)为横坐标x处的地表沉降量;Smax为隧道地表的最大沉降值;i为沉降槽宽度系数,m;A为开挖面积;V1为地层损失率。
Knothe[17]认为地表以下岩石类材料的沉降槽曲线可近似表示为
i=$\frac{z}{\sqrt{2\mathrm{\pi }}\mathrm{t}\mathrm{a}\mathrm{n}\left(45°-\frac{\varphi }{2}\right)}$
式(5)中:z为隧道中心轴线处埋深;ϕ为岩石内摩擦角。
原位扩建隧道的监测曲线呈现单峰、偏正态形态,沉降槽的最低点位于四车道上方,但不在隧道中心[18]。相比于新建隧道,原位扩建隧道的地表沉降更为复杂,且既有隧道的拆除对扩建工程的影响不可忽视。因此,地表沉降变形可视为两部分开挖引起的变形叠加,采用Peck公式同时考虑既有隧道的拆除与原位扩建隧道的影响,隧道扩挖沉降量理论模型示意图如图11所示。
预测隧道扩挖施工引起的地表沉降表达式为

S1(x)=S2(x)+S3(x)

S2(x)=$\frac{{A}_{2}{V}_{2}}{i\sqrt{2\mathrm{\pi }}}$exp$\left[-\frac{{(x-D)}^{2}}{2{i}_{2}^{2}}\right]$
S3(x)=$\frac{\alpha {A}_{3}{V}_{3}}{i\sqrt{2\mathrm{\pi }}}$exp$\left(-\frac{{x}^{2}}{2{i}_{3}^{2}}\right)$
i2=$\frac{z+{R}_{1}}{\sqrt{2\mathrm{\pi }}\mathrm{t}\mathrm{a}\mathrm{n}\left(45°-\frac{\varphi }{2}\right)}$
i3=$\frac{z+{R}_{2}}{\sqrt{2\mathrm{\pi }}\mathrm{t}\mathrm{a}\mathrm{n}\left(45°-\frac{\varphi }{2}\right)}$
式中:S1(x)为隧道扩挖总沉降量;S2(x)为既有隧道拆除沉降量;S3(x)为原位隧道扩建沉降量;A2为既有隧道拆除的开挖面积;A3为原位隧道扩建的开挖面积;i2为既有隧道拆除的沉降槽宽度系数;i3为原位隧道扩建的沉降槽宽度系数;R1为原隧道半径;R2为扩建后隧道半径;V2为既有隧道拆除的地层损失率;V3为原位隧道扩建的地层损失率;D为隧道扩挖后的中心线与原中心线的距离;α为考虑隧道支护的修正系数。
2.2 相似物理模型实验验证
将隧道转化为等代圆后,根据文献[19-20]以及大常山1#隧道三车道扩建四车道改建隧道现场地勘资料,确定隧道参数取值如表2所示。
在相似模型试验的隧道扩挖过程中,由于采用毛洞法进行扩挖,因此并不考虑隧道支护对沉降值的影响,所以隧道支护的修正系数α取1。隧道扩挖相似模型试验值与理论模型曲线对比结果如图12所示,可以看出,理论模型曲线可以反映出一致的沉降规律,验证理论模型和模型试验的有效性。还可以发现监测面1的试验值与理论值更接近,平均误差为仅为4.8%,吻合性较好。取3个监测面的平均值与理论值进行对比,平均误差为13.4%,这一误差范围表明相似模型能够有效地反映隧道扩挖过程中地表沉降的变化,为隧道设计和施工监测提供了理论支持。
3 隧道扩挖沉降量理论模型工程实测
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大常山隧道施工现场如图13所示,在大常山隧道K132段,距离隧道上方的高压电塔垂直方向18.1 m,水平方向23.9 m,敏感建筑物的存在对扩挖工程作业提出高要求。由式(10)可知,在隧道埋深一定时,部分岩体的内摩擦角ϕ会因管棚、锚杆、注浆等支护措施的施加而增大,从而提高沉降槽宽度系数i,并降低地表的沉降量。因此为减少对地表沉降的影响和隧道围岩的二次扰动,对于Ⅳ和Ⅴ型衬砌的拆除和扩挖施工,每次循环的进尺应以拱架间距0.5 m为控制标准。Ⅳ型衬砌采用CD法加竖向临时支撑开挖施工,Ⅴ型衬砌采用双侧壁导坑法开挖施工。隧道初期支护采用管棚、锚杆、钢筋网、钢架和喷射混凝土组合支护形式。由于支护后岩体的内摩擦角较难直接测量,本文假设原始岩体的内摩擦角ϕ不变,此时隧道支护的修正系数α的取值范围在0~1。
以隧道轴线正上方布置沉降监测点,各测点间距为10 m,共布设7个监测点,为了更准确地记录变形特征,采用MEMS位移计进行监测,隧道K132段实测值与理论模型曲线对比结果如图14所示。可以发现距隧道轴线距离小于10 m的实测值与α=0.4的模型值更接近,距道轴线距离大于10 m的实测值与α=0.7的模型值更接近,这说明α=0.7的模型值与α=0.4的模型值可以较好地预测隧道扩挖支护后实测值的上下限,较好地反映隧道地表沉降的变化范围。此外,在距隧道轴线20 m的非扩挖侧,α=0.7的模型值与α=0.4的模型值分别为2.87 mm和2.55 mm,而实测值为2.7 mm,皆满足敏感建筑物沉降控制标准的3 mm要求,此结果不仅验证了理论模型的准确性和实用性,也表明隧道混合支护扩挖施工对周边环境的影响极为有限,为类似隧道扩建工程的沉降控制提供了重要参考。
在围岩条件相似的K641段设置监测点进行对比监测,隧道埋深为19.7 m,隧道K641段实测值与理论模型曲线对比结果如图15所示。可以看出,除距离隧道轴线0 m的实测值外,其他实测值均位于α=0.7的模型值与α=0.4的模型值之间。其中,距离隧道轴线0 m的实测值较低,这可能是受到竖向临时支撑因素的影响,导致沉降量相对较小。
4 结论
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依托大常山1#隧道三扩四改建工程,采用物理模型试验、理论分析和工程实践相结合的研究方法,研究大断面隧道单侧扩挖上覆地层的沉降规律,得出如下主要结论。
(1)隧道上方地层的沉降具有突增特征,隧道扩挖沉降带呈抛物线型,主要与岩体的黏聚力与脆性破断特征有关,地层沉降量与距隧道的距离呈非线性递增变化关系,主要受开挖卸荷扰动的非均匀衰减影响。
(2)基于Peck公式,建立隧道扩挖沉降量理论模型,在不考虑隧道支护对沉降值影响的情况下,理论模型曲线可以反映出和模型试验一致的沉降规律,验证了理论模型和模型试验的有效性,监测面1的试验值与理论值更接近,平均误差为仅为4.8%。
(3)考虑隧道支护的修正系数α对工程实测值的影响,α=0.7的模型值与α=0.4的模型值可以较好地预测隧道扩挖支护后实测值的上下限,并有效反映隧道地表沉降的变化范围。
基金
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  • 国家自然科学基金面上项目(52278326)
  • 国家青年拔尖人才支持计划(SQ2022QB03353)
  • 中电建路桥集团有限公司科技项目(LQKY2021-01)
文献
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参考文献 引证文献
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2025年第25卷第20期
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doi: 10.12404/j.issn.1671-1815.2405767
  • 接收时间：2024-08-01
  • 首发时间：2026-05-13
  • 出版时间：2025-07-18
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  • 收稿日期：2024-08-01
  • 修回日期：2025-04-22
基金
国家自然科学基金面上项目(52278326)
国家青年拔尖人才支持计划(SQ2022QB03353)
中电建路桥集团有限公司科技项目(LQKY2021-01)
作者信息
    1 中电建路桥集团有限公司, 北京 100160
    2 中电建(广东)中开高速公路有限公司, 江门 529142
    3 北京科技大学河北省地面塌陷机理与防控重点实验室, 北京 100083
    4 北京科技大学未来城市学院, 北京 100083

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* 吕祥锋(1982—),男,汉族,河北邢台人,博士,教授,博士研究生导师。研究方向:地下空间工程稳定性与控制。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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