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Article(id=1156983784647254225, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1156983783787421903, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2403071, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1713974400000, receivedDateStr=2024-04-25, revisedDate=1732032000000, revisedDateStr=2024-11-20, acceptedDate=null, acceptedDateStr=null, onlineDate=1753776029979, onlineDateStr=2025-07-29, pubDate=1739808000000, pubDateStr=2025-02-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1753776029979, onlineIssueDateStr=2025-07-29, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1753776029979, creator=13701087609, updateTime=1753776029979, updator=13701087609, issue=Issue{id=1156983783787421903, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='5', pageStart='1753', pageEnd='2192', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1753776029774, creator=13701087609, updateTime=1769691857141, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1223739602251436918, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1156983783787421903, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1223739602251436919, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1156983783787421903, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=2119, endPage=2126, ext={EN=ArticleExt(id=1156983785209290966, articleId=1156983784647254225, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Plastic Zone and Mitigation of Close Tunnel under Near-fault Pulse-like Ground Motions, columnId=1156262728772735295, journalTitle=Science Technology and Engineering, columnName=Papers·Traffics and Transportations, runingTitle=null, highlight=null, articleAbstract=

Restricted by topographic conditions and surrounding environment, the design spacing of double-hole tunnels in western China is often close. Therefore, the special structural form of multi-arch or small close tunnels is often used in the tunnel design. However, in the western region of China, high-intensity seismic zones are widely distributed, and the middle rock wall between the close tunnels is more susceptible under the strong earthquakes, especially the near-field ground motions, which results in large plastic deformation of local surrounding rock, and the safety operation of the tunnel was affected. Therefore, in order to study the distribution of plastic zone of surrounding rock of small close-distance tunnel under near-fault ground motion, reasonable near-fault ground motions were selected, and 3D finite element numerical models considering different tunnel close-distance and surrounding rock conditions were established. The dynamic response characteristics of small close-distance tunnel and the distribution law of plastic zone of surrounding rock were revealed. Thus, through the grouting reinforcement of the middle rock wall, the seismic effectiveness of the reinforcement measures on the plastic zone was verified. The results show that the acceleration response of the arch foot near the middle rock wall tunnel is more significant under the influence of near-field ground motion. Under transverse seismic excitation, the maximum principal stress value of the left spandrel and the right arch foot of the right line tunnel are more significant, while the minimum principal stress of the side walls and the inverted arch of the tunnel is larger. The plastic zone of surrounding rock of small-close-distance tunnel under strong earthquake is greatly affected by rock mass grade. When the tunnel spacing is 0.50 times of the tunnel span, the development of plastic zone in grade Ⅳ and grade Ⅴ surrounding rock is the most serious, and the phenomenon of plastic zone penetration of surrounding rock at the haunch of tunnel near the middle rock wall appears. Taking the plastic zone of surrounding rock as the discriminant index, the grouting reinforcement of middle rock wall is beneficial to the seismic performance of small close distance tunnel. The research results can provide a reference for the seismic safety of small close-distance tunnels in high-intensity earthquake areas.

, correspAuthors=Guo-guo LIU, 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=Zhi-ling ZUO, Kun HE, Guo-guo LIU, Xiang-yu GUO), CN=ArticleExt(id=1156983952872399608, articleId=1156983784647254225, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=近场地震动作用下小近距隧道围岩塑性区分布与减震措施, columnId=1156262730664366426, journalTitle=科学技术与工程, columnName=论文·交通运输, runingTitle=null, highlight=null, articleAbstract=

受地形条件及周边环境制约,中国西部地区的双洞线隧道设计间距往往较小,因此常使用连拱或小近距隧道这一特殊结构形式进行隧道设计。然而,中国西部地区地震烈度高,地震频发,而双洞间的中岩墙更易受到强震,尤其是近场地震作用的扰动,导致局部围岩塑性变形,从而影响隧道的安全。鉴于此,为研究近场地震动作用下小近距隧道围岩塑性区分布,选取合理近场地震动,考虑不同隧道近距及围岩条件建立了三维有限元数值计算模型,揭示了小近距隧道动力响应特性及围岩塑性区分布规律;基于此,通过对中岩墙的注浆加固,验证了加固措施对小近距隧道围岩塑性区的抗震有效性。研究结果表明:受近场地震动作用影响,小近距隧道中靠近中岩墙隧道拱脚部位加速度响应较为显著。横向地震激励时,右线隧道的左侧拱肩部位及右侧拱脚位置最大主应力值较为显著,而同一时刻下拱腰部位及隧道仰拱位置的最小主应力较其他位置大。强震作用下小近距隧道的围岩塑性区受岩体等级影响较大。当隧道间距为0.50倍的隧道跨度时,Ⅳ级和Ⅴ级围岩中塑性区发展最为严重,出现了中岩墙附近隧道拱腰部位的围岩塑性区贯通现象。以围岩塑性区为判别指标,中岩墙注浆加固对小近距隧道的抗震性能有利。研究结果可为高烈度地震区小近距隧道的抗震安全提供研究参考。

, correspAuthors=刘果果, authorNote=null, correspAuthorsNote=
*刘果果(1991—),男,汉族,重庆人,博士研究生。研究方向:地下结构抗减震理论。E-mail:。
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左志灵(1989—),男,汉族,重庆人,高级工程师。研究方向:市政工程。E-mail:。

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左志灵(1989—),男,汉族,重庆人,高级工程师。研究方向:市政工程。E-mail:。

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左志灵(1989—),男,汉族,重庆人,高级工程师。研究方向:市政工程。E-mail:。

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Engineering Mechanics, 2007(12): 31-37., articleTitle=3D consistent viscous-spring artificial boundary and viscous-spring boundary element, refAbstract=null)], funds=[Fund(id=1225467185536086024, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, awardId=52308400, language=CN, fundingSource=国家自然科学基金(52308400), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1225467173460684948, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, xref=1, ext=[AuthorCompanyExt(id=1225467173544571035, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, companyId=1225467173460684948, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 Chongqing Design Group Co., Ltd., Chongqing 400020, China), AuthorCompanyExt(id=1225467173607485598, tenantId=1146029695717560320, journalId=1146123166801305609, 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5 records of the near-fault pulse-like ground motions

, figureFileSmall=null, figureFileBig=null, tableContent=
序号 地震事件 台站信息 震级Mw 断层距/km 脉冲周期Tp/s 持时/s
1 Coyote Lake Gilroy Array #2 5.74 9.02 1.463 26.865
2 Coyote Lake Gilroy Array #3 5.74 7.42 1.155 26.805
3 Westmorland Parachute Test Site 5.90 16.66 4.389 41.695
4 Superstition Hills-02 Kornbloom Road (temp) 6.54 18.48 2.128 22.050
5 Loma Prieta Gilroy-Historic Bldg 6.93 10.97 1.638 39.995
), ArticleFig(id=1225467184575591335, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=CN, label=表1, caption=

选取的5条近场脉冲型地震动记录

, figureFileSmall=null, figureFileBig=null, tableContent=
序号 地震事件 台站信息 震级Mw 断层距/km 脉冲周期Tp/s 持时/s
1 Coyote Lake Gilroy Array #2 5.74 9.02 1.463 26.865
2 Coyote Lake Gilroy Array #3 5.74 7.42 1.155 26.805
3 Westmorland Parachute Test Site 5.90 16.66 4.389 41.695
4 Superstition Hills-02 Kornbloom Road (temp) 6.54 18.48 2.128 22.050
5 Loma Prieta Gilroy-Historic Bldg 6.93 10.97 1.638 39.995
), ArticleFig(id=1225467184646894515, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=EN, label=Table 2, caption=

The mechanical index of calculation parameters

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材料 弹性模量E/
104 MPa		 泊松比
μ		 重度γ/
(kN·m-3)		 内聚力c/
MPa		 内摩擦角
ϕ/(°)
Ⅲ级 0.70 0.25 25 1.30 38
Ⅳ级 0.20 0.34 23 0.20 30
Ⅴ级 0.06 0.38 19 0.08 27
衬砌 3.00 0.20 24 — —
), ArticleFig(id=1225467184785306558, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=CN, label=表2, caption=

计算物理力学指标

, figureFileSmall=null, figureFileBig=null, tableContent=
材料 弹性模量E/
104 MPa		 泊松比
μ		 重度γ/
(kN·m-3)		 内聚力c/
MPa		 内摩擦角
ϕ/(°)
Ⅲ级 0.70 0.25 25 1.30 38
Ⅳ级 0.20 0.34 23 0.20 30
Ⅴ级 0.06 0.38 19 0.08 27
衬砌 3.00 0.20 24 — —
), ArticleFig(id=1225467184906941386, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=EN, label=Table 3, caption=

Calculation cases

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工况 编号 隧道距离 围岩级别 中岩墙加固
1 S1-1 0.50B Ⅲ 否
2 S2-1 0.50B Ⅳ 否
3 S3-1 0.50B Ⅳ 否
4 S1-2 0.50B Ⅳ 否
5 S4-1 0.75B Ⅳ 否
6 S5-1 1.00B Ⅴ 否
7 S1-3 0.50B Ⅲ 是
8 S4-2 0.75B Ⅳ 是
9 S5-2 1.00B Ⅴ 是
), ArticleFig(id=1225467185074713562, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=CN, label=表3, caption=

计算工况

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 编号 隧道距离 围岩级别 中岩墙加固
1 S1-1 0.50B Ⅲ 否
2 S2-1 0.50B Ⅳ 否
3 S3-1 0.50B Ⅳ 否
4 S1-2 0.50B Ⅳ 否
5 S4-1 0.75B Ⅳ 否
6 S5-1 1.00B Ⅴ 否
7 S1-3 0.50B Ⅲ 是
8 S4-2 0.75B Ⅳ 是
9 S5-2 1.00B Ⅴ 是
), ArticleFig(id=1225467185217319911, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=EN, label=Table 4, caption=

Parameters of the simulation model

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围岩
级别		 弹性模量E/
104MPa		 泊松比
μ		 重度γ/
(kN·m-3)		 内聚力c/
MPa		 内摩擦角
ϕ/(°)
Ⅲ 0.70 0.25 25 1.50 40
Ⅳ 0.20 0.34 23 0.25 34
Ⅴ 0.06 0.38 19 0.20 30
), ArticleFig(id=1225467185334760436, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1156983784647254225, language=CN, label=表4, caption=

计算力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
围岩
级别		 弹性模量E/
104MPa		 泊松比
μ		 重度γ/
(kN·m-3)		 内聚力c/
MPa		 内摩擦角
ϕ/(°)
Ⅲ 0.70 0.25 25 1.50 40
Ⅳ 0.20 0.34 23 0.25 34
Ⅴ 0.06 0.38 19 0.20 30
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近场地震动作用下小近距隧道围岩塑性区分布与减震措施
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左志灵 1 , 何坤 1 , 刘果果 2, * , 郭翔宇 3
科学技术与工程 | 论文·交通运输 2025,25(5): 2119-2126
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科学技术与工程 | 论文·交通运输 2025, 25(5): 2119-2126
近场地震动作用下小近距隧道围岩塑性区分布与减震措施
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左志灵1 , 何坤1, 刘果果2, * , 郭翔宇3
作者信息
  • 1 重庆设计集团有限公司, 重庆 400020
  • 2 西南交通大学土木工程学院, 成都 610031
  • 3 华侨大学土木工程学院, 厦门 361021

    • 左志灵(1989—),男,汉族,重庆人,高级工程师。研究方向:市政工程。E-mail:。

通讯作者:

*刘果果(1991—),男,汉族,重庆人,博士研究生。研究方向:地下结构抗减震理论。E-mail:。
Plastic Zone and Mitigation of Close Tunnel under Near-fault Pulse-like Ground Motions
Zhi-ling ZUO1 , Kun HE1, Guo-guo LIU2, * , Xiang-yu GUO3
Affiliations
  • 1 Chongqing Design Group Co., Ltd., Chongqing 400020, China
  • 2 School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
  • 3 School of Civil Engineering, Huaqiao University, Xiamen 361021, China
出版时间: 2025-02-18 doi: 10.12404/j.issn.1671-1815.2403071
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摘要
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受地形条件及周边环境制约,中国西部地区的双洞线隧道设计间距往往较小,因此常使用连拱或小近距隧道这一特殊结构形式进行隧道设计。然而,中国西部地区地震烈度高,地震频发,而双洞间的中岩墙更易受到强震,尤其是近场地震作用的扰动,导致局部围岩塑性变形,从而影响隧道的安全。鉴于此,为研究近场地震动作用下小近距隧道围岩塑性区分布,选取合理近场地震动,考虑不同隧道近距及围岩条件建立了三维有限元数值计算模型,揭示了小近距隧道动力响应特性及围岩塑性区分布规律;基于此,通过对中岩墙的注浆加固,验证了加固措施对小近距隧道围岩塑性区的抗震有效性。研究结果表明:受近场地震动作用影响,小近距隧道中靠近中岩墙隧道拱脚部位加速度响应较为显著。横向地震激励时,右线隧道的左侧拱肩部位及右侧拱脚位置最大主应力值较为显著,而同一时刻下拱腰部位及隧道仰拱位置的最小主应力较其他位置大。强震作用下小近距隧道的围岩塑性区受岩体等级影响较大。当隧道间距为0.50倍的隧道跨度时,Ⅳ级和Ⅴ级围岩中塑性区发展最为严重,出现了中岩墙附近隧道拱腰部位的围岩塑性区贯通现象。以围岩塑性区为判别指标,中岩墙注浆加固对小近距隧道的抗震性能有利。研究结果可为高烈度地震区小近距隧道的抗震安全提供研究参考。

小近距隧道  /  近场脉冲型地震  /  塑性区  /  动力响应  /  抗减震措施

Restricted by topographic conditions and surrounding environment, the design spacing of double-hole tunnels in western China is often close. Therefore, the special structural form of multi-arch or small close tunnels is often used in the tunnel design. However, in the western region of China, high-intensity seismic zones are widely distributed, and the middle rock wall between the close tunnels is more susceptible under the strong earthquakes, especially the near-field ground motions, which results in large plastic deformation of local surrounding rock, and the safety operation of the tunnel was affected. Therefore, in order to study the distribution of plastic zone of surrounding rock of small close-distance tunnel under near-fault ground motion, reasonable near-fault ground motions were selected, and 3D finite element numerical models considering different tunnel close-distance and surrounding rock conditions were established. The dynamic response characteristics of small close-distance tunnel and the distribution law of plastic zone of surrounding rock were revealed. Thus, through the grouting reinforcement of the middle rock wall, the seismic effectiveness of the reinforcement measures on the plastic zone was verified. The results show that the acceleration response of the arch foot near the middle rock wall tunnel is more significant under the influence of near-field ground motion. Under transverse seismic excitation, the maximum principal stress value of the left spandrel and the right arch foot of the right line tunnel are more significant, while the minimum principal stress of the side walls and the inverted arch of the tunnel is larger. The plastic zone of surrounding rock of small-close-distance tunnel under strong earthquake is greatly affected by rock mass grade. When the tunnel spacing is 0.50 times of the tunnel span, the development of plastic zone in grade Ⅳ and grade Ⅴ surrounding rock is the most serious, and the phenomenon of plastic zone penetration of surrounding rock at the haunch of tunnel near the middle rock wall appears. Taking the plastic zone of surrounding rock as the discriminant index, the grouting reinforcement of middle rock wall is beneficial to the seismic performance of small close distance tunnel. The research results can provide a reference for the seismic safety of small close-distance tunnels in high-intensity earthquake areas.

close tunnel  /  near-fault ground motions  /  plastic zone  /  dynamic response  /  aseismic measures
左志灵, 何坤, 刘果果, 郭翔宇. 近场地震动作用下小近距隧道围岩塑性区分布与减震措施. 科学技术与工程, 2025 , 25 (5) : 2119 -2126 . DOI: 10.12404/j.issn.1671-1815.2403071
Zhi-ling ZUO, Kun HE, Guo-guo LIU, Xiang-yu GUO. Plastic Zone and Mitigation of Close Tunnel under Near-fault Pulse-like Ground Motions[J]. Science Technology and Engineering, 2025 , 25 (5) : 2119 -2126 . DOI: 10.12404/j.issn.1671-1815.2403071
正文
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中国西部艰险山区隧道工程建设面临场地地形、地质构造复杂,隧址区地震烈度高、强度大等重大工程难题[1-3]。尽管相关研究表明隧道等地下工程结构受土体的束缚作用后其抗震性能优于地面结构[4],近几年发生的几次地震,如2022年门源地震[5]、泸定地震[6]等事件中隧道工程严重震害表明隧道等地下结构在强震作用下的致灾风险仍然较高。因此,隧道及地下工程的抗震性能问题必须引起足够的重视。
当隧址区距离发震断层较近时,隧道的近场地震作用效应不可忽视。一般认为,当断层与场址之间的距离不超过20 km时,隧道在近场效应下的地震动力响应将更为显著[7]。数次地震中的隧道震害结果也表明近场地震动的显著效应将对隧道等工程的安全运维更为不利,而众多研究人员开始关注到近场地震动的相关效应。徐亚洲等[8]以近海单桩风机为研究对象,开展了近场地震作用下的单桩风机动力响应特性研究。董慧慧等[9]考虑近场脉冲型地震动效应研究了近场脉冲型地震作用下附加支撑双柱式摇摆桥墩的抗震性能研究。杨胜硕等[10]针对近断层隧道地震动力响应宽度开展了相关计算和分析。以上研究结果均表明,近场地震动作为较为不利的输入地震动,对地面及地下结构的动力影响将更大。
除具备高烈度地震这一特征,中国西部地区地形地势较为复杂。因地形条件限制,双连拱隧道或小近距隧道不断涌现,而该类隧道的建设及运营为中国西部地区的交通贯通起到十分重要的作用。尽管近距隧道因施工工序简单、工程风险较小等优点得到了广泛的应用,但面临的结构抗震性能风险也较为显著。
针对连拱隧道及小近距隧道工程,左红伟[11]、王杰等[12]通过建立双连拱隧道或近距下穿既有地铁车站模型,开展了相关动力响应特性研究。王峥峥[13]、李海清[14]、周捷等[15]专门研究了连拱隧道的抗震性能并给出了相应的有效抗减震措施。考虑近场地震动效应,陈磊[16]、张波等[17]建立了交叉隧道等关键节点数值计算模型,开展了强地震动作用下的交叉隧道地震响应分析研究。王正松等[18-19]建立了双连拱隧道洞口段模型,开展了连拱隧道洞口区域的动力响应分析研究。林立宏等[20]关注到小近距隧道爆破荷载下的振动问题并开展了相关研究。
综合现有研究成果来看,相比于单洞隧道的抗震安全性,小近距隧道的抗震性能更易受结构-结构、结构-土体间的相互作用体系影响,从而产生一定程度上的结构动力响应放大效应。近场地震动作为不利的输入地震动对地下围岩-结构体系,尤其是处于抗震薄弱位置的小近距隧道中岩墙的动力影响较大。鉴于此,需迫切揭示其运营阶段下小近距隧道的动力响应问题,研究近场地震动作用下小近距隧道围岩-衬砌体系相互作用机制及围岩塑性区分布规律,并同时开展针对性防控技术研究,以更好地适应当前日益发展的隧道建造技术。
1 近场脉冲型地震动选取
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1.1 近场脉冲型地震动特性
地震动时程(加速度时程/速度时程/位移时程)中的短时脉冲是造成该类地震动具备强破坏性特征。近场脉冲型地震动作用下,位于脉冲阶段的大部分能量以较短时间输向结构,使得结构在较短时间内在短持时、大能量的脉冲型地震动下产生强烈振动,而脉冲型地震动丰富的低频分量又对中长周期结构的地震响应更为不利。
从脉冲型地震动的产生机制上来讲,断层破裂传播的向前方向性效应(forward directivity effects)及滑冲效应(fling effects)是产生脉冲型地震动的两个主要原因。向前方向性效应的产生具体与断层破裂速度相关,即当断层破裂速度与地层土体剪切波速较为接近时,一般在地震发生的初始阶段能量逐渐累积,而这种短时间内的能量累积会以脉冲形式在地震动时程中表现出来。在向前方向性效应的脉冲识别上,一般认为脉冲能量的前10%发生于原地震记录总能量前20%之前,即为记录的前场方向性效应产生的脉冲型地震动。滑冲效应则体现在地震过程中形成的地表破裂,且在速度或者位移时程中表现为单侧的脉冲。
如图1所示,先后两次地震事件:Parfield 地震(1966年)及San Fernando 地震(1971年)记录到的速度大脉冲引起的学者的广泛关注,并由此开启了有关近场脉冲型地震动的研究。
1.2 近场脉冲型地震动选取
合理的近场脉冲型地震动选取对计算结果的可靠度及准确性至关重要。由太平洋地震工程研究中心(Pacific Earthquake Engineering Research Center, PEER)运行的PEER地震动数据库可提供通过用户需求、频谱匹配等约束条件获取实测地震记录的用户服务。基于该地震记录平台,考虑不同地震动参数,如持时(t),脉冲周期(Tp)及地震震级(Mw)等选取了5条近场脉冲型地震动记录,如表1所示。
选取的5条近场脉冲型地震动记录加速度时程曲线如图2所示。
2 小近距隧道动力响应数值模拟
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2.1 模型建立
依托ABAQUS有限元计算平台,建立了如图3所示的数值计算模型。该模型考虑了3种隧道近距T,分别为0.50B、0.75B及1.00B,其中B为隧道跨度。初期支护是隧道结构体系中的重要组成部分,主要起到协助围岩自稳、保证围岩岩性的作用,并与围岩共同组成围岩力学体系,未考虑初期支护的细部构造,参考《公路隧道设计规范》(JTG D70—2004),选取了具有综合代表性的物理力学参数反映围岩力学体系整体性质。计算力学参数参考《公路隧道设计规范》(JTG D70—2004),并以同级围岩物理力学指标中的较小值作为计算参数,各围岩级别和衬砌参数如表2所示。
隧道埋深取为15 m,两侧边界大于隧道洞径D的3.0倍。小近距隧道断面为马蹄形隧道,隧道跨度为12 m,高度为9.8 m;为研究不同近场脉冲型地震动下围岩塑性区分布的参数性分析影响,同时参考某隧道工程对应Ⅳ级围岩二次衬砌厚度为0.45 m,衬砌厚度设置为0.45 m。
2.2 阻尼选取及本构模型
为考虑衬砌结构在强震作用下的非线性弱化特性,模型中采用Mohr-Colum塑性模拟各级岩体,衬砌采用弹性本构。基于三维一致黏弹性人工边界及其等效原理,模型底部以及测边界采用了三维一致黏弹性人工边界[21],即在已知输入地震位移和速度的情况下,计算各个时刻地基边界各个结点上应当施加的集中力荷载,具体采用MATLAB语言生成ABAQUS的input文件,然后将生成的input文件在模型文件的指定位置插入,最终实现了地震波的准确输入。借助该人工边界,克服了普通黏性边界引起的低频漂移,能够模拟人工边界外半无限介质弹性恢复性能,具有良好的频率稳定性。ABAQUS有限元仿真计算中可定义不同类型的材料阻尼。阻尼选取上采用Rayleigh阻尼。Rayleigh必须确定其阻尼形式和大小。Rayleigh阻尼假设阻尼矩阵是质量矩阵和刚度矩阵的线性组合,表达式为
C=αM+βK
式(1)中:C为阻尼矩阵;M为质量矩阵;K为刚度矩阵;α为质量阻尼常数;β为刚度阻尼常数。α与β的值应根据体系不同阶数的自振频率、阻尼比确定。按照以往的计算经验可知,土体的阻尼比一般在0.03~0.05变化,地层阻尼比ξ0在计算中取为0.05。
2.3 计算工况
工况中选取了5条不同近场脉冲型地震动(1~5)、设置了3类不同隧道近距(0.50B,0.75B及1.00B)、3种围岩条件(Ⅲ级围岩、Ⅳ级围岩和Ⅴ级围岩),考虑了中岩墙是否注浆加固等关键影响因素,以综合评价小近距隧道在近场地震作用下的响应规律。计算工况如表3所示。
3 数值模拟计算结果
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3.1 结构加速度响应规律
图4给出了左线隧道及右线隧道加速度响应峰值时刻(t=3.08 s)时的响应云图。由图4可见,在峰值加速度(peak ground acceleration,PGA)为0.1g的输入地震动作用下,其中g为重力加速度,工况1中的衬砌峰值加速度为1.16 m/s2,位置位于隧道左侧拱脚部位。
根据图4可知,小近距隧道拱脚位置抗震性能较为薄弱;为此,图5给出了两条隧道拱脚位置加速度响应时程曲线。可以看出:两条隧道拱脚位置峰值加速度较接近,左线及右线隧道峰值加速度分别为1.05 m/s2和1.16 m/s2,可见Ⅲ级围岩中的小近距隧道在PGA为1.00 m/s2的输入地震动作用下的结构峰值加速度放大效应显著性不高;值得注意的是,靠近中岩墙隧道拱脚部位加速度响应较为显著,因此需重点关注。
3.2 结构应力分布规律
隧道的抗震强度反映了结构遭遇强震时具备的抗震承载能力。为揭示高烈度地震区小近距隧道应力分布规律,以工况1为例,图6给出了右线隧道动力加速度响应峰值时刻下的两条小近距隧道最大主应力及最小主应力云图。
由加速度峰值时刻下的隧道最大主应力可以看出,当隧道遭受横向地震激励时,右线隧道的左侧拱肩部位及右侧拱脚位置最大主应力较大,最大主应力为0.27 MPa。相比拱肩及拱脚位置的最大主应力分布,同一时刻下拱腰部位及隧道仰拱位置的最小主应力较其他位置显著,且最小主应力约为0.25 MPa。
3.3 结构变形规律
为揭示横向激振下近场地震动引起的小近距隧道变形特性,截取了结构加速度峰值时刻(t=3.08 s)下的结构变形云图,其中包含了合位移云图、水平分量位移云图及竖向分量位移云图,如图7所示。
隧道结构的合位移云图以及水平向位移分量均显示近中岩柱隧道拱肩位置的合位移以及水平向位移分量较为显著,且结构最大合位移出现在左线隧道右侧拱肩及右线隧道左侧拱肩部位。从结构竖向位移分量结果云图可以看出结构拱顶位置最为显著。
由图7可见,横向激振下隧道两侧拱腰的相对变形较为显著;因此,为掌握近场地震动作用下的结构相对位移变化特征,图8给出了左线隧道左右两侧拱腰位置的相对位移,其中正向约定为相对原隧道跨度增加的方向。
从左线隧道左右两侧拱腰水平分量相对位移时程(图8)可以看出,最大相对位移约为0.253×10-3 m,此时对应峰值时刻约为5.10 s。
3.4 围岩塑性区分布
围岩塑性区是衡量和评价围岩稳定性的关键因素和指标。为此,图9给出了峰值加速度为0.1g作用下近场脉冲型地震动影响下的围岩塑性区分布规律。
如图9所示,0.5倍隧道跨度(T=0.50B)的中岩墙厚度Ⅲ级围岩的塑性区出现在左线隧道右侧拱腰附近小范围内。当输入地震动峰值加速度为0.1g时,Ⅳ级围岩中的围岩塑性区分布较广,左右两隧道拱脚间的中岩墙产生贯通的围岩塑性分布,且在左线隧道左侧拱腰位置出现局部的围岩塑性。工况3和工况4的围岩塑性区计算结果较工况2相对严重,导致计算结果的差异考虑为输入地震动中近场脉冲周期对围岩塑性区的影响。工况5和工况6的围岩塑性区计算结果也在图9中给出。塑性区计算结果表明,当中岩墙厚度为0.75倍的隧道跨度时,Ⅳ级围岩下的围岩塑性区出现在两隧道拱脚间的中岩墙位置,但并未形成贯通。当输入地震动峰值加速度较大时,围岩塑性区有贯通风险。然而,当两条隧道距离较远(以T=1.00B为例)时,强度较低的Ⅴ级围岩塑性区分布较为集中,在隧道拱顶及两侧拱脚部位附近的围岩产生了局部的围岩塑性区。
4 中岩墙加固措施及效果
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4.1 加固措施
强震作用下小近距隧道围岩塑性区分布影响隧道的抗震安全。为此,本节内容主要针对中岩墙核心部位加固到岩墙顶部和岩墙底部拱脚典型情况开展岩墙注浆加固措施下的隧道动力响应特性研究。岩墙加固到岩墙顶部和岩墙底部拱脚示意图如图10所示。
4.2 加固效果分析
表4给出了针对Ⅲ级围岩、Ⅳ级围岩和Ⅴ级围岩下的中岩墙注浆加固后参数。
图11给出了3种间距下(T=0.50B、T=0.75B、T1.00B)对应Ⅲ级围岩、Ⅳ级围岩和Ⅴ级围岩下的加固后抗震效果对比。
由图11可以看出,对中岩墙进行加固后,Ⅲ级围岩对应工况(T=0.50B)的抗震计算结果无塑性区出现,即加固后的左线隧道右侧拱腰未出现围岩塑性区。当隧道间距为0.75倍的隧道跨度时,Ⅳ级围岩下的隧道围岩塑性区范围显著减小,具体表现为隧道拱腰附近中岩墙的局部塑性变形。当隧道间距为1.00倍的隧道跨度时,Ⅴ级围岩中的加固后抗震效果较好;原先左线隧道拱腰及拱顶位置的围岩塑性区消失,仅在右线隧道左侧拱腰位置出现了局部的围岩塑性区,加固后的抗震效果较好。
5 结论
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基于三维有限元模型,考虑了近场地震动效应,研究了强震作用下小近距隧道的动力响应特性及围岩塑性区分布规律,并通过系列数值计算开展了围岩注浆加固措施研究,得到了以下3条主要研究结论。
(1)受近场脉冲型地震动作用影响,小近距隧道中靠近中岩墙隧道拱脚部位加速度响应较为显著。横向地震激励时,右线隧道的左侧拱肩部位及右侧拱脚位置最大主应力值较为显著,而同一时刻下拱腰部位及隧道仰拱位置的最小主应力较其他位置大。结构变形方面,横向激振下中岩墙附近隧道两侧拱腰部位的相对变形较为显著,且以水平变形为主。
(2)强震作用下小近距隧道的围岩塑性区受岩体等级影响较大。当隧道间距为0.50倍的隧道跨度时,Ⅳ级和Ⅴ级围岩中塑性区发展最为严重,出现了中岩墙附近隧道拱腰部位的围岩塑性区贯通现象。
(3)以围岩塑性区为判别指标,中岩墙注浆加固对小近距隧道的抗震性能有利。特别地,当岩体强度较低时,中岩墙注浆加固引起的围岩塑性区范围减小程度更为显著,而中岩墙附近隧道拱腰位置的岩体为地震引起的围岩塑性薄弱部位。
基金
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  • 国家自然科学基金(52308400)
文献
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2025年第25卷第5期
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文章信息
doi: 10.12404/j.issn.1671-1815.2403071
  • 接收时间：2024-04-25
  • 首发时间：2025-07-29
  • 出版时间：2025-02-18
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  • 收稿日期：2024-04-25
  • 修回日期：2024-11-20
基金
国家自然科学基金(52308400)
作者信息
    1 重庆设计集团有限公司, 重庆 400020
    2 西南交通大学土木工程学院, 成都 610031
    3 华侨大学土木工程学院, 厦门 361021

通讯作者:

*刘果果(1991—),男,汉族,重庆人,博士研究生。研究方向:地下结构抗减震理论。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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