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Article(id=1241791792450966511, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791788986471392, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0307, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1719676800000, receivedDateStr=2024-06-30, revisedDate=1725724800000, revisedDateStr=2024-09-08, acceptedDate=null, acceptedDateStr=null, onlineDate=1773995834695, onlineDateStr=2026-03-20, pubDate=1751212800000, pubDateStr=2025-06-30, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773995834695, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773995834695, creator=13701087609, updateTime=1773995834695, updator=13701087609, issue=Issue{id=1241791788986471392, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='3', pageStart='1', pageEnd='231', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773995833869, creator=13701087609, updateTime=1773996997624, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796670220993006, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791788986471392, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796670220993007, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791788986471392, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=85, endPage=95, ext={EN=ArticleExt(id=1241791792727790583, articleId=1241791792450966511, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Analysis of seismic response of single-tube with two-track shield tunnels considering prefabricated internal structures, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To investigate the seismic response of single-hole with two-track shield tunnels and inside prefabricated internal structures, this paper adopts stratum-structure method and viscous-spring artificial boundaries, utilizing the concrete damage plasticity (CDP) model to structures and establish the finite element models based on the Shanghai airport link line. After simulating, analyzing, and comparing, the seismic response of single-hole with two-track shield tunnels under five earthquakes has obtained. The results reveal that: internal structures, which can effectively increase the lateral stiffness of tunnel and reduce the diameter deformation rate, are beneficial to the seismic performance of tunnel. However, due to the internal structures, the most severely damaged part of the tunnel will change. Although the under-track structure increases the transverse stiffness of tunnel, the side walls on both sides of middle box culvert will be the first damaged parts under seismic wave. The seismic performance of partition walls is the worst among all components, and its response is controlled by the medium to long periods of seismic wave. Damage to the middle partition wall is mainly concentrated on the top and bottom. The seismic performance of the tunnel structure is relatively good, while the seismic performance of the internal structure is relatively poor, especially the middle partition wall. Future design and research should focus on the partition walls.

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为探究单洞双线盾构隧道及其预制内部结构的地震响应，该文依托上海市机场联络线，采用地层-结构法及黏弹性人工边界，在结构中采用混凝土塑性损伤本构，建立了有限元模型，计算、分析并对比了5条地震动作用下单洞双线盾构隧道的地震响应。研究结果表明，考虑内部结构有利于隧道的抗震性能，可有效增加隧道的横向刚度，减小隧道的直径变形率、内力。此外，由于内部结构的存在，隧道损伤最严重的部位也会发生改变。轨下结构的存在虽然增加了隧道结构的横向刚度，但中箱涵两侧侧墙在地震作用下将是最先发生损伤的部位。中隔墙是隧道中抗震性能最差的构件，其响应由地震动中长周期控制，中隔墙的损伤集中发生于顶部和底部节点。隧道结构抗震性能相对较好，内部结构抗震性能相对较差，尤其是中隔墙，今后设计及研究中应对中隔墙进行重点研究。

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柳献（1977—），男，教授，博士，主要从事新型隧道及地下建筑结构受力性能与设计方法研究。E-mail：
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唐泽人（1995—），男，博士研究生，主要从事装配式地下结构及工程抗震研究。E-mail：

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唐泽人（1995—），男，博士研究生，主要从事装配式地下结构及工程抗震研究。E-mail：

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articleId=1241791792450966511, language=CN, orderNo=4, keyword=轨下结构), Keyword(id=1241802927183036809, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, orderNo=5, keyword=中隔墙)], refs=[Reference(id=1241802937521995872, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, doi=null, pmid=null, pmcid=null, year=2022, volume=39, issue=8, pageStart=18, pageEnd=23, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=李国良, 黄双林, journalName=铁道工程学报, refType=null, unstructuredReference=李国良，黄双林. 走滑型断裂破坏模式及隧道工程对策[J]. 铁道工程学报, 2022, 39(8): 18-23., articleTitle=走滑型断裂破坏模式及隧道工程对策, refAbstract=null), Reference(id=1241802937626853483, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, doi=null, pmid=null, pmcid=null, year=2022, volume=39, issue=8, pageStart=18, pageEnd=23, url=null, language=null, rfNumber=[1], rfOrder=1, authorNames=LI Guoliang, HUANG Shuanglin, 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(in Chinese), articleTitle=A comparison between vibration and wave methods in seismic analysis of underground structures, refAbstract=null), Reference(id=1241802944899777104, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, doi=null, pmid=null, pmcid=null, year=2020, volume=39, issue=7, pageStart=1445, pageEnd=1457, url=null, language=null, rfNumber=[19], rfOrder=33, authorNames=马笙杰, 迟明杰, 陈红娟, journalName=岩石力学与工程学报, refType=null, unstructuredReference=马笙杰，迟明杰，陈红娟，等. 黏弹性人工边界在ABAQUS中的实现及地震动输入方法的比较研究[J]. 岩石力学与工程学报, 2020, 39(7): 1445-1457., articleTitle=黏弹性人工边界在ABAQUS中的实现及地震动输入方法的比较研究, refAbstract=null), Reference(id=1241802945159823967, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, doi=null, pmid=null, pmcid=null, year=2020, volume=39, issue=7, pageStart=1445, pageEnd=1457, url=null, language=null, rfNumber=[19], rfOrder=34, authorNames=MA Shengjie, CHI Mingjie, CHEN Hongjuan, journalName=Chinese Journal of Rock Mechanics and Engineering, refType=null, unstructuredReference=MA Shengjie, CHI Mingjie, CHEN Hongjuan, et al. 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Stratum information

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土层编号土层名称密度/（kg/m3）黏聚力/kPa内摩擦角/（°）压缩模量/MPa
②-1粉质黏土189021.814.24.90
④灰色淤泥质粉质黏土177012.414.67.35
⑤-1灰色粉质黏土178015.215.07.80
⑥-1暗绿~草黄色粉质黏土195043.615.77.50
⑦-1草黄~灰黄色粉砂夹粉质黏土197013.031.813.80
⑦-2灰黄~灰色粉砂200013.432.216.00
⑨灰色中细砂201017.132.917.20
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地层信息

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土层编号土层名称密度/（kg/m3）黏聚力/kPa内摩擦角/（°）压缩模量/MPa
②-1粉质黏土189021.814.24.90
④灰色淤泥质粉质黏土177012.414.67.35
⑤-1灰色粉质黏土178015.215.07.80
⑥-1暗绿~草黄色粉质黏土195043.615.77.50
⑦-1草黄~灰黄色粉砂夹粉质黏土197013.031.813.80
⑦-2灰黄~灰色粉砂200013.432.216.00
⑨灰色中细砂201017.132.917.20
), ArticleFig(id=1241802935282238314, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 2, caption=

Basic information of selected ground motion

, figureFileSmall=null, figureFileBig=null, tableContent=
序号地震名称发生年份震级MW持时/s峰值加速度/gV30/（m/s）
1Loma Prieta19896.9330.0950.118126.40
2Chi-Chi19997.62135.0000.060124.27
3Niigata20046.63172.1900.205134.50
4Christchurch20116.2050.0000.690141.00
5人工地震动——20.0000.221—
), ArticleFig(id=1241802935399678835, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表2, caption=

地震动基本信息

, figureFileSmall=null, figureFileBig=null, tableContent=
序号地震名称发生年份震级MW持时/s峰值加速度/gV30/（m/s）
1Loma Prieta19896.9330.0950.118126.40
2Chi-Chi19997.62135.0000.060124.27
3Niigata20046.63172.1900.205134.50
4Christchurch20116.2050.0000.690141.00
5人工地震动——20.0000.221—
), ArticleFig(id=1241802935550673793, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 3, caption=

Peak diameter deformation rate of tunnel

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
工况1/‰1.4494.0161.3901.2843.015
工况2/‰1.3182.5141.3311.1681.508
相对变形差值/mm1.64018.7800.7401.45018.840
), ArticleFig(id=1241802935676502928, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表3, caption=

隧道峰值直径变形率

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
工况1/‰1.4494.0161.3901.2843.015
工况2/‰1.3182.5141.3311.1681.508
相对变形差值/mm1.64018.7800.7401.45018.840
), ArticleFig(id=1241802935777166238, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 4, caption=

Peak relative lateral displacement of box culvert sidewall

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动左箱涵侧墙中箱涵左侧墙中箱涵右侧墙右箱涵侧墙
正向负向正向负向正向负向正向负向
Loma Prieta1.448-1.1511.726-1.3901.694-1.3361.431-1.088
Chi-Chi1.388-1.4501.791-1.6661.980-1.5081.654-1.223
Niigata1.435-1.4681.738-1.7501.789-1.6961.507-1.392
Christchurch1.197-0.6371.417-0.7451.424-0.6861.212-0.562
人工地震动1.446-0.9711.819-1.1941.841-1.1591.492-0.901
), ArticleFig(id=1241802935894606765, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表4, caption=

箱涵侧墙峰值相对水平位移

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动左箱涵侧墙中箱涵左侧墙中箱涵右侧墙右箱涵侧墙
正向负向正向负向正向负向正向负向
Loma Prieta1.448-1.1511.726-1.3901.694-1.3361.431-1.088
Chi-Chi1.388-1.4501.791-1.6661.980-1.5081.654-1.223
Niigata1.435-1.4681.738-1.7501.789-1.6961.507-1.392
Christchurch1.197-0.6371.417-0.7451.424-0.6861.212-0.562
人工地震动1.446-0.9711.819-1.1941.841-1.1591.492-0.901
), ArticleFig(id=1241802936028824511, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 5, caption=

Lateral displacement of partition wall

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动中下部中部中上部连接件底部顶部
位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ
Loma Prieta5.821/53110.141/45314.561/42519.151/45919.351/477
Chi-Chi8.851/35013.971/32821.521/28826.541/33125.471/363
Niigata4.481/6928.131/56512.621/49116.821/52316.891/546
Christchurch5.261/5889.821/46714.621/42319.261/45619.351/477
人工地震动8.691/35613.161/34918.591/33323.241/37823.081/400
), ArticleFig(id=1241802936175625167, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表5, caption=

中隔墙水平变形情况

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动中下部中部中上部连接件底部顶部
位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ位移/mm位移角θ
Loma Prieta5.821/53110.141/45314.561/42519.151/45919.351/477
Chi-Chi8.851/35013.971/32821.521/28826.541/33125.471/363
Niigata4.481/6928.131/56512.621/49116.821/52316.891/546
Christchurch5.261/5889.821/46714.621/42319.261/45619.351/477
人工地震动8.691/35613.161/34918.591/33323.241/37823.081/400
), ArticleFig(id=1241802936288871386, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 6, caption=

Internal forces of internal structures

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动轨下结构左侧墙顶部轨下结构右侧墙顶部中隔墙底部节点
剪力/kN弯矩/（kN•m）剪力/kN弯矩/（kN•m）剪力/kN弯矩/（kN•m）
Loma Prieta132.301.57126.754.8061.051.03
Chi-Chi184.107.34174.005.68104.002.41
Niigata187.604.1699.052.68212.502.51
Christchurch194.003.95106.502.32262.202.83
人工地震动75.972.23192.704.37112.702.67
), ArticleFig(id=1241802936444060647, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表6, caption=

内部结构内力表

, figureFileSmall=null, figureFileBig=null, tableContent=
地震动轨下结构左侧墙顶部轨下结构右侧墙顶部中隔墙底部节点
剪力/kN弯矩/（kN•m）剪力/kN弯矩/（kN•m）剪力/kN弯矩/（kN•m）
Loma Prieta132.301.57126.754.8061.051.03
Chi-Chi184.107.34174.005.68104.002.41
Niigata187.604.1699.052.68212.502.51
Christchurch194.003.95106.502.32262.202.83
人工地震动75.972.23192.704.37112.702.67
), ArticleFig(id=1241802936557306869, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 7, caption=

Damage of under-track structure under different seismic wave reaction

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
受拉损伤0.2430.9160.2870.1390.708
损伤占比/%—4.64——0.26
受压损伤0.00100.07000.00030.00020.0020
总刚度损伤0.1980.8960.1680.0660.488
), ArticleFig(id=1241802936678940677, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表7, caption=

不同地震动作用下轨下结构损伤情况

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
受拉损伤0.2430.9160.2870.1390.708
损伤占比/%—4.64——0.26
受压损伤0.00100.07000.00030.00020.0020
总刚度损伤0.1980.8960.1680.0660.488
), ArticleFig(id=1241802936821547029, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=EN, label=Table 8, caption=

Damage of the central partition wall under different seismic wave reaction

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
受拉损伤峰值0.9160.9160.7670.6690.916
受拉损伤占比/%11.9461.718.111.3626.35
受压损伤峰值0.0140.1170.0120.0040.020
总刚度损伤峰值0.9070.9040.6030.3650.913
), ArticleFig(id=1241802936955764771, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791792450966511, language=CN, label=表8, caption=

不同地震动作用下中隔墙损伤

, figureFileSmall=null, figureFileBig=null, tableContent=
变形情况地震名称
Loma PrietaChi-ChiNiigataChristchurch人工地震动
受拉损伤峰值0.9160.9160.7670.6690.916
受拉损伤占比/%11.9461.718.111.3626.35
受压损伤峰值0.0140.1170.0120.0040.020
总刚度损伤峰值0.9070.9040.6030.3650.913
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考虑预制内部结构的单洞双线盾构隧道地震响应分析
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唐泽人 1 , 陈辰 2 , 朱元昌 1 , 杜亚南 2 , 柳献 1
地震工程与工程振动 | 2025,45(3): 85-95
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地震工程与工程振动 | 2025, 45(3): 85-95
考虑预制内部结构的单洞双线盾构隧道地震响应分析
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唐泽人1 , 陈辰2, 朱元昌1, 杜亚南2, 柳献1
作者信息
  • 1.同济大学 土木工程学院，上海 200092
  • 2.中铁十四局集团大盾构工程有限公司，江苏 南京 211800

    • 唐泽人（1995—），男，博士研究生，主要从事装配式地下结构及工程抗震研究。E-mail：

通讯作者:

柳献（1977—），男，教授，博士，主要从事新型隧道及地下建筑结构受力性能与设计方法研究。E-mail：
Analysis of seismic response of single-tube with two-track shield tunnels considering prefabricated internal structures
Zeren TANG1 , Chen CHEN2, Yuanchang ZHU1, Yanan DU2, Xian LIU1
Affiliations
  • 1.College of Civil Engineering, Tongji University, Shanghai 200092, China
  • 2.China Railway 14th Bureau Group Shield Engineering Co., Ltd., Nanjing 211800, China
出版时间: 2025-06-30 doi: 10.13197/j.eeed.2025.0307
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摘要
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为探究单洞双线盾构隧道及其预制内部结构的地震响应，该文依托上海市机场联络线，采用地层-结构法及黏弹性人工边界，在结构中采用混凝土塑性损伤本构，建立了有限元模型，计算、分析并对比了5条地震动作用下单洞双线盾构隧道的地震响应。研究结果表明，考虑内部结构有利于隧道的抗震性能，可有效增加隧道的横向刚度，减小隧道的直径变形率、内力。此外，由于内部结构的存在，隧道损伤最严重的部位也会发生改变。轨下结构的存在虽然增加了隧道结构的横向刚度，但中箱涵两侧侧墙在地震作用下将是最先发生损伤的部位。中隔墙是隧道中抗震性能最差的构件，其响应由地震动中长周期控制，中隔墙的损伤集中发生于顶部和底部节点。隧道结构抗震性能相对较好，内部结构抗震性能相对较差，尤其是中隔墙，今后设计及研究中应对中隔墙进行重点研究。

地震响应  /  单洞双线隧道  /  预制内部结构  /  轨下结构  /  中隔墙

To investigate the seismic response of single-hole with two-track shield tunnels and inside prefabricated internal structures, this paper adopts stratum-structure method and viscous-spring artificial boundaries, utilizing the concrete damage plasticity (CDP) model to structures and establish the finite element models based on the Shanghai airport link line. After simulating, analyzing, and comparing, the seismic response of single-hole with two-track shield tunnels under five earthquakes has obtained. The results reveal that: internal structures, which can effectively increase the lateral stiffness of tunnel and reduce the diameter deformation rate, are beneficial to the seismic performance of tunnel. However, due to the internal structures, the most severely damaged part of the tunnel will change. Although the under-track structure increases the transverse stiffness of tunnel, the side walls on both sides of middle box culvert will be the first damaged parts under seismic wave. The seismic performance of partition walls is the worst among all components, and its response is controlled by the medium to long periods of seismic wave. Damage to the middle partition wall is mainly concentrated on the top and bottom. The seismic performance of the tunnel structure is relatively good, while the seismic performance of the internal structure is relatively poor, especially the middle partition wall. Future design and research should focus on the partition walls.

seismic response  /  single-tube with two-tracks shield tunnel  /  prefabricated internal structure  /  under-track structure  /  partition wall
唐泽人, 陈辰, 朱元昌, 杜亚南, 柳献. 考虑预制内部结构的单洞双线盾构隧道地震响应分析. 地震工程与工程振动, 2025 , 45 (3) : 85 -95 . DOI: 10.13197/j.eeed.2025.0307
Zeren TANG, Chen CHEN, Yuanchang ZHU, Yanan DU, Xian LIU. Analysis of seismic response of single-tube with two-track shield tunnels considering prefabricated internal structures[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (3) : 85 -95 . DOI: 10.13197/j.eeed.2025.0307
正文
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0　引言
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近年来，隧道工程震害屡见不鲜[1-3]，隧道工程的抗震问题得到了研究人员的重点关注。随着我国盾构隧道修建技术的不断发展，盾构隧道的修建直径也越来越大，采用单洞双线布置形式的大直径盾构隧道已有较多工程应用[4]。单洞双线隧道因空间利用率高、对周边环境影响小等特点，将会成为今后大直径盾构隧道的主要形式。
内部结构是隧道形成单洞双线布置的重要载体，主要包括轨下结构和中隔墙。按施工方式，内部结构可分为全现浇内部结构、部分现浇部分预制内部结构和全预制内部结构。随着施工技术的不断成熟及环境保护要求的不断提高，隧道内部结构逐渐往全预制形式发展。然而，大部分研究均表明，预制构件虽具有较多优点，但连接部位相对薄弱，抗震性能较差[5]。
当前，学者们对隧道预制内部结构的施工技术[6-8]、力学性能[4，9-10]、列车行驶对内部结构产生的影响[11-12]等方面进行了较多研究，但对考虑预制内部结构的隧道抗震性能研究相对较少。禹海涛等[13]研究了预制车道板对盾构隧道抗震性能的影响，结果表明：当内部结构刚度较大时，可提高盾构管片的抗震性能；同时，预制内部结构抗震性能差于现浇结构，且节点部位是薄弱部位。薛光桥等[14]对双层公路隧道抗震性能进行了模拟计算，计算结果显示：内部结构对隧道抗震性能有利，且施作上层板相较于不施作上层板更有利于隧道整体安全。何应道等[15]基于济南黄河隧道，对比分析了有无内部结构及不同内部结构施作方式对隧道横向地震响应的影响，结果表明：内部结构可提升隧道抗震性能；同时，在内部结构施作过程中应尽量提高内部结构与管片接触面间的连接刚度，充分发挥内部结构优势。GUO等[16]对武汉三阳路隧道进行了振动台试验研究，结果表明内部结构会对土-结构相互作用产生明显影响，此外，由列车行驶对车道板产生的振动影响也不可忽略，后续设计中建议考虑内部结构的影响。
综上可见，当前针对隧道内部结构抗震性能研究的较少，但研究结果均表明，考虑内部结构中的轨下结构可改善隧道受力性能。然而，单洞双线隧道内部结构除有轨下结构外，还设置了大长细比中隔墙，结构形式与当前研究有所区别，其地震响应有待进一步探索。同时，由中隔墙与轨下结构一同组成的内部结构地震响应规律也有待进一步研究。针对上述问题，本文以上海市机场联络线为研究背景，采用数值模拟方法对考虑预制内部结构的单洞双线盾构隧道地震响应进行了模拟分析，分析并对比了考虑和不考虑内部结构情况下隧道截面在不同地震动作用下的响应，得到了不同结构形式的地震响应规律，为今后单洞双线盾构隧道预制内部结构优化设计及抗震性能评价提供参考依据。
1　工程背景
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上海市机场联络线为我国首条在单洞双线盾构隧道采用全预制内部结构的工程，工程穿越主要地层信息见表1，为典型软土。
预制内部结构包括预制整体式轨下结构、预制中隔墙、预制顶部连接件和电缆槽。隧道内径和外径分别为12.5、13.6 m，管片厚0.55 m，环宽2.0 m，混凝土强度等级C60。预制内部结构宽度与管片环宽保持一致，均为2.0 m。整体式预制轨下结构单体尺寸为9.5 m×2.8 m×2.0 m；预制中隔墙尺寸约为9.2 m×0.4 m×2.0 m。内部结构混凝土强度等级均为C40。顶部连接件采用“π”型件形式，采用Q235钢材。隧道信息见图1。
2　模型信息
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采用ABAQUS软件对隧道抗震性能进行研究，本节将对有限元模型的设置、地震动的选取进行详细阐述。
2.1　模型设置
2.1.1　单元、材料与接触
采用二维模型对隧道抗震性能进行研究分析，土体、隧道、预制轨下结构、预制中隔墙和顶部连接件均采用实体单元（CPE4R）进行模拟。
考虑接头螺栓对强度的影响，盾构管片混凝土取折减系数0.8[12]。盾构隧道、内部结构混凝土均采用损伤塑性（concrete damage plasticity，CDP）本构，C40本构见图2。连接件钢材采用三折线弹塑性本构。
地层与土体、连接件与中隔墙法向采用“硬”接触，切向采用“罚”函数（地层与土体间摩擦系数为0.3，连接件与中隔墙间摩擦系数为0.5）；轨下结构、顶部连接件与隧道内部、中隔墙与轨下结构采用“tie”接触，采用“tie”接触部位见图3标红部位。
2.1.2　边界与荷载
模拟中隧道埋深-35 m，土体尺寸选择为100 m×100 m，可消除由人工边界产生的尺寸效应。同时为满足各地震动最小波长与土体尺寸关系，土体网格尺寸选为1 m，并将隧道周围土体网格进行局部加密处理。
分析分为地应力平衡、静力分析和动力分析，其中地应力平衡和静力分析步中两侧土体采用法向约束，底部土体采用固接约束；动力分析中取消土体约束，施加节点反力并将边界转化为黏弹性人工边界。二维黏弹性人工边界参数取值、等效节点力计算、分析步设置参考相关文献[17-19]进行操作设置。
模拟全过程均施加重力，动力分析步中对各边界节点施加支反力并采用等效节点力进行地震动模拟输入[20]。
2.2　地震动选取
根据GB 18306—2015《中国地震动参数区划图》[21]及工程地勘资料，上海市闵行区设防烈度为7度，加速度为0.10 g，设计地震分组为第2组，场地类别IV类。依据GB 18306—2015《中国地震动参数区划图》[21]及上海DGJ08-9—2013《建筑抗震设计规程》[22]要求，地震动加速度需调整为0.12 g，反应谱特征周期需调整为0.9 s。根据GB 50909—2014《城市轨道交通结构抗震设计规范》[23]及场地类别，在太平洋地震工程研究中心（pacific earthquake engineering research center，PEER）中进行地震动匹配。考虑场地类别为IV类，匹配过程中要求场地土体V30不大于150 m/s，以满足场地条件要求。匹配后选取4条实测地震动记录，生成人工地震动1条，各地震动信息见表2。
以生成的人工地震动为例，时程记录见图4。将所选地震动记录峰值调幅至0.12 g后各地震动反应谱对比见图5。由图可知，Chi-Chi地震动及Niigata地震动反应谱峰值较高，Christchurch地震动反应谱峰值较小；在短周期段，生成人工地震动均值最高，而在中长周期段，Chi-Chi地震动明显最高。
2.3　计算工况与模拟思路
共设置2种计算工况，工况1为不考虑内部结构的隧道截面，工况2为考虑内部结构的隧道截面。均采用上文选用的5条地震动记录进行计算，数值模拟思路见图6，图中D为隧道外径。
3　结果分析
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依据第2节内容，将地震动强度调幅至50 a超越概率为10%的强度进行计算。本节将从结构变形、结构内力及结构损伤三方面对计算结果进行分析。
3.1　结构变形
结构变形包括隧道变形、轨下结构变形及中隔墙变形，下文内力、损伤分析类别同该节，不再赘述。
3.1.1　隧道变形
隧道管片变形通过环内直径变形率进行判断，参照文献[14]，水平地震动作用下隧道管片变形提取45°肩部及235°趾部部位，各地震动作用下隧道直径变形率见图7。
同时，将图7中隧道峰值直径变形率汇总于表3。
由图7及表3可知，2个工况中结构直径变形率变化趋势基本一致，考虑内部结构可增加隧道横向刚度，提高隧道横向抗震性能。同时对比GB 50909—2014《城市轨道交通结构抗震设计规范》可知，由于隧道所在场地为软土场地及所选地震动为长周期地震动，Chi-Chi地震动作用下隧道变形已轻微超出规范要求，其余地震动作用下隧道变形均未超过4‰。整体上看，工况1中不同地震作用下隧道峰值直径变形率从大到小依次是：Chi-Chi、人工地震动、Loma Prieta、Niigata、Christchurch；工况2中不同地震作用下隧道峰值直径变形率从大到小依次是：Chi-Chi、人工地震动、Niigata、Loma Prieta、Christchurch。为简化分析工序，后文分析均以Chi-Chi地震动为例。
3.1.2　轨下结构变形
轨下结构变形图见图8。为更清晰表现轨下结构变形趋势，将轨下结构变形整体缩放250倍后得到图8（a）。可看出轨下结构变形主要由于上部中隔墙作用，在中箱涵顶部具有向底部凹陷的变形趋势，导致两侧轨道垫层及中箱涵顶板具有向下变形趋势，进而导致中箱涵两侧侧墙具有向外扩张的变形趋势。此外也可看出，轨下结构在两侧与隧道两侧趾部接触部位变形较明显，与隧道管片变形趋势较为相关。同时由于轨下结构与隧道相接部位也位于趾部且采用“tie”连接，因此导致轨下结构在两侧产生变形值较大。
提取中箱涵两侧侧墙水平相对位移时程曲线见图9。
各地震作用下轨下结构箱涵侧墙的峰值相对水平位移见表4。
由表4可知，轨下结构侧墙在不同地震动作用下的相对水平位移值较小，在2 mm内，相对水平位移值与隧道变形情况较为相关。不同地震作用下轨下结构侧墙相对水平位移从大到小依次是：人工地震动、Chi-Chi、Niigata、Loma Prieta、Christchurch。
3.1.3　中隔墙变形
中隔墙变形图见图10。为更清晰表现中隔墙变形趋势，将中隔墙变形整体缩放100倍后得到图10（a），可看出中隔墙变形主要产生较大水平变形，中隔墙变形以弯曲变形为主。由于中隔墙底部为固接节点，顶部受到连接件约束，因此，连接件底部中隔墙水平变形略高于中隔墙顶部。中隔墙变形通过对比中隔墙顶部、连接件底部、中上部（约墙高2/3处）、中部、中下部（约墙高1/3处）相对中隔墙底部相对水平变形量化。中隔墙各部位相对水平位移时程曲线见图11。
各地震作用下中隔墙各部位相对水平位移见表5。
由表5可知，由于中隔墙为大长细比构件，在地震作用下产生的相对水平位移较大，相对水平位移随墙身增高而增高。墙顶由于存在连接件约束，因此顶部相对水平位移略小于连接件底部中隔墙相对水平位移。不同地震作用下中隔墙水平位移从大到小依次是：Chi-Chi、人工地震动、Loma Prieta、Christchurch、Niigata。
从上述分布可看出，中隔墙水平位移与各地震动中长周期部分数值大小一致，可认为中隔墙响应主要由地震动反应谱中的中长周期段控制。此外，从层间位移看，若按照框架结构[24]、单层或双层地下结构弹性位移角1/550要求，中隔墙在50 a超越概率为10%的地震动作用下已基本进入塑性段；若按照钢筋混凝土抗震墙、3层及以上地下结构弹性位移角1/1000要求，则中隔墙位移角已远超限制。综上，今后单洞双线盾构隧道抗震性能设计及研究中应对中隔墙结构进行重点关注。
3.2　结构内力
3.2.1　隧道内力
提取隧道结构各点地震响应中内力最大值，见图12。
由图12可知，相较初始静力工况，地震作用下结构轴力产生较大变化，地震作用前后结构所受弯矩变化较小。当考虑内部结构作用时，隧道结构轴力和弯矩均产生一定变化。
初始静力工况下隧道轴力基本一致，地震作用后结构轴力有明显增加，且顶底轴力增长幅度明显高于腰部；其中工况1在地震作用前后顶底轴力分别增长3386、3410 kN，工况2在地震作用前后顶底轴力分别增长981、1005 kN。相较于不考虑内部结构工况，隧道结构顶部轴力相对减少2 405 kN，底部轴力相对减少2232 kN；而在两侧腰部轴力轻微减少，相对减少210 kN，在腰部所受轴力较为接近。
地震作用前后结构所受弯矩变化较小，除不考虑内部结构作用外，其余结构所受弯矩较为接近。相较于不考虑内部结构工况，隧道结构两肩弯矩相对减少50.3 kN•m，两侧腰部相对增加49.6 kN•m。
综上，由于内部结构尤其是轨下结构增加了隧道结构的横向刚度，使得对应部位的内力发生变化。从图中也可看出，隧道结构在地震作用下隧道顶部和底部是轴力的控制截面，而弯矩控制截面位于隧道两侧腰部。
3.2.2　内部结构内力
提取内部结构的轨下结构及中隔墙节点内力见表6。
由表6可知，轨下结构侧墙、中隔墙底部节点所受内力值整体较小，尤其是弯矩值非常小，可忽略。同时可看出，中隔墙底部节点所受剪力较大，轨下结构右侧墙所受弯矩值较大，左侧墙所受水平剪力值高于右侧墙，但整体小于中隔墙底部所受剪力。
3.3　结构损伤
本节将参照文献[14]，将各部件损伤单元数量与部件总单元数的比值定义为损伤占比，后文不再赘述。同时受拉损伤高于0.5、受压损伤高于0.3视为单元失效破坏[20]。
3.3.1　隧道损伤
隧道结构受拉损伤云图及受压损伤云图对比分别见图13和图14。
图13、图14中工况1、工况2受拉损伤分别为0.866、0.933；工况1、工况2受压损伤分别为0.014、0.271，隧道结构受拉损伤明显高于受压损伤。当考虑内部结构时，隧道结构所受损伤由顶部附近转移至两侧趾部。且结合图12，可看出不考虑内部结构时，隧道结构在顶底部分所受轴力较大，在顶部附近产生较大损伤；考虑内部结构时，结构顶底受力性能有所改善，损伤集中于隧道结构两侧趾部与轨下结构交界处。可看出由于中隔墙及轨下结构作用隧道顶部损伤明显降低，但由于内部结构作用，在趾部会产生的新的损伤，应注意该部位可能产生的损伤。
3.3.2　轨下结构损伤
轨下结构损伤云图见图15。
图15中轨下结构最大受拉损伤为0.916，主要集中于轨下结构侧墙顶、底节点及边箱涵两侧转角，此外中箱涵顶板下部由于中隔墙作用也产生了一定损伤；最大受压损伤为0.070，主要集中于左侧边箱涵的电缆槽与隧道交界处；总体刚度损伤最大值0.896，主要集中于轨下结构侧墙顶、底节点处。可看出轨下结构损伤主要集中于中箱涵两侧侧墙的节点部位。
不同地震作用下轨下结构损伤情况见表7。
由表7可知，轨下结构整体损伤较少，虽然Chi-Chi地震动和人工地震动作用下产生了破坏，但破坏程度较少，后续设计仅需对侧墙进行验算，并适当增加构造措施。
3.3.3　中隔墙损伤
中隔墙损伤云图见图16。
由图16可知，中隔墙受拉损伤非常严重，受压损伤较少，总刚度损伤分布与受拉损伤分布较为一致。中隔墙受拉损伤最大值0.916，受压损伤最大值0.117，总刚度损伤最大值0.904。损伤部位主要集中于中隔墙的顶部及底部。此外由于中隔墙顶部设置连接件，地震作用下中隔墙主要与连接件下部接触传力，因此中隔墙顶部存在部分损伤较小区域。底部损伤由于设计时中隔墙底部考虑为固接节点，因此中隔墙底部所受内力较大；同时中隔墙与基座连接部位产生刚度变化，成为地震作用下的薄弱部位。由于设置连接件的约束，中隔墙顶部不能自由变形，导致在地震作用下损伤不断增加。
不同地震作用下中隔墙损伤情况见表8。
由表8可知，中隔墙在地震动作用下损伤较严重，受拉损伤占比较高，且损伤部位位于顶部和底部，可认为中隔墙在50 a超越概率为10%强度地震作用下已完全失效，中隔墙是单洞双线隧道地震响应中最容易受到损伤并产生失效破坏的构件。
4　结论与展望
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本文基于上海市机场联络线，通过数值模拟分析并对比了单洞双线盾构隧道在有无内部结构时结构变形、结构内力及结构损伤，得到了考虑内部结构时单洞双线盾构隧道的地震响应，得到了如下结论：
1）隧道结构在50 a超越概率为10%强度地震作用下性能较好，除在中长周期成分较高地震动作用下变形超过限值，在其余地震动作用下均满足设防需求。当存在内部结构时，隧道横向刚度得到提升，直径变形率产生明显下降，隧道顶底所受内力有所改善并产生明显下降，损伤分布从隧道顶部附近转移至两侧趾部。考虑内部结构虽然有利于隧道抗震性能，但也应注意轨下结构与隧道连接部位可能出现的损伤。
2）轨下结构中箱涵两侧的侧墙是地震作用下最先损伤的部位。由于侧墙需要将上部轨道垫层、中隔墙重力传递至下部隧道，同时下部箱涵有通行检修需求，因此后续设计中建议增加侧墙截面厚度，或增加配箍等构造措施，适当提高侧墙刚度。
3）中隔墙是地震作用下单洞双线盾构隧道抗震性能最为薄弱的构件，中隔墙响应主要受地震动反应谱中的中长周期段控制。中隔墙在50 a超越概率为10%强度地震作用下所产生的位移角已超过弹性限制，进而导致顶部、底部节点损伤非常严重。今后设计、研究应对隧道断面布置形式及中隔墙构件进行重点优化。可考虑采用摇摆柱或摇摆墙的结构形式，也可考虑在中隔墙顶部节点安装阻尼器（如碟簧、环簧、扇形阻尼器等）。
4）整体上看单洞双线盾构隧道由于内部结构的作用，抗震性能相对较好；但内部结构在地震作用下损伤较为严重，尤其是轨下结构的箱涵侧墙及中隔墙顶底节点部位。今后设计及研究中应对上述薄弱部位进行重点研究并采取响应构造措施，避免因上述部位提前失效影响隧道抗震性能。同时也建议对上述构件的震后修复进行相关研究。此外，本文采用仅考虑水平地震动入射二维模型，并未考虑地震动入射角度的影响，也未考虑行波效应等在隧道纵向上产生的地震响应，所得结果具有局限性，将在后续研究中进一步细化。
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  • 中铁十四局集团有限公司科研课题项目(202214jtky0069)
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2025年第45卷第3期
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doi: 10.13197/j.eeed.2025.0307
  • 接收时间：2024-06-30
  • 首发时间：2026-03-20
  • 出版时间：2025-06-30
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  • 收稿日期：2024-06-30
  • 修回日期：2024-09-08
基金
中铁十四局集团有限公司科研课题项目(202214jtky0069)
作者信息
    1.同济大学 土木工程学院，上海 200092
    2.中铁十四局集团大盾构工程有限公司，江苏 南京 211800

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柳献（1977—），男，教授，博士，主要从事新型隧道及地下建筑结构受力性能与设计方法研究。E-mail：
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2种不同金属材料的力学参数
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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
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species		 占总种数比例
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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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