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Article(id=1241699621035102861, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241699613942543237, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2024.03.014, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1702310400000, receivedDateStr=2023-12-12, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773973859318, onlineDateStr=2026-03-20, pubDate=1725120000000, pubDateStr=2024-09-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773973859318, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773973859318, creator=13701087609, updateTime=1773973859318, updator=13701087609, issue=Issue{id=1241699613942543237, tenantId=1146029695717560320, journalId=1240670690148397066, year='2024', volume='41', issue='3', pageStart='1', pageEnd='260', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773973857626, creator=13701087609, updateTime=1773992982583, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241779829880721843, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241699613942543237, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241779829880721844, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241699613942543237, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=111, endPage=120, ext={EN=ArticleExt(id=1241699621370647183, articleId=1241699621035102861, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Research on Vibration Response Characteristics and Attenuation Rule of Advance Tunnel with Minimum Clear Distance, columnId=1240702072862069231, journalTitle=Blasting, columnName=BLASTING IN ORE AND ROCK, runingTitle=null, highlight=null, articleAbstract=

As tunnels are integral to railways and other transport infrastructures, studying the vibration response and attenuation rule of tunnel blasting for tunnel construction projects is significant. The blasting solutions proposed in this paper are to minimize clear distance in the blasting excavation of a high-speed railway tunnel for the Chongqing-Kunming high-speed railway construction project. A new excavation method was developed to divide the excavation section into alternating blasting on both the left and right sides. Besides, the blasting vibration velocity of the double-line tunnel was monitored. The vibration velocity analysis of the advance tunnel shows that the maximum vibration velocity in the tunnel is mainly caused by cutting hole and vault auxiliary hole blasting, and the radial vibration velocity is the maximum. The vibration velocity of the arch waist of the explosion side wall is 1.3 to 2 times bigger than that of the arch foot on the cross-section, and the ratio caused by the initiation of the cutting hole is relatively small. Meanwhile, the vibration velocity of each point in front of the tunnel face is more significant than that at the relative position behind the vertical section. In contrast, the attenuation rate of the vibration velocity behind is relatively more significant. The research findings have been successfully applied to the engineering practice, and a relevant small clear distance tunnel has been safely connected.

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WANG Chao-zhen (1986-), male, Senior engineer, mainly engaged in the research of railway engineering, (E-mail) .
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隧道是铁路等交通设施的重要组成部分，研究隧道爆破开挖过程中的振动响应和衰减规律对隧道建设具有重要意义。以渝昆高铁线路建设为背景，研究了高铁隧道爆破开挖时面临极小净距问题的爆破方案，提出了将掘进断面分为左右两侧交替爆破的开挖方式，并对双线隧道进行了爆破振动速度监测。对先行洞振动速度分析表明：隧道内最大振动速度主要由掏槽孔及拱顶辅助孔爆破产生，并且径向振动速度最大；横断面上，迎爆侧边墙拱腰振速为拱脚振速的1.3倍至2倍，且由掏槽孔起爆引起的该振速倍率相对较小；纵断面上，掌子面前方各测点振动速度大于后方相对位置处振速，而后方振速衰减速率相对更高。研究结果已成功应用于现场工程实际，相关隧道小净距段已安全贯通，可对类似极小净距隧道工程提供一定的借鉴参考意义。

, correspAuthors=null, authorNote=null, correspAuthorsNote=
王朝振（1986-），男，高级工程师，主要从事铁道工程方面研究，（E-mail）。
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彭悦森（1999-），男，硕士研究生，主要从事爆炸动力学及应用研究，（E-mail）。

PENG Yue-sen (1999-), male, master candidate, mainly engaged in the research of explosion dynamics and application, (E-mail) .

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彭悦森（1999-），男，硕士研究生，主要从事爆炸动力学及应用研究，（E-mail）。

PENG Yue-sen (1999-), male, master candidate, mainly engaged in the research of explosion dynamics and application, (E-mail) .

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彭悦森（1999-），男，硕士研究生，主要从事爆炸动力学及应用研究，（E-mail）。

PENG Yue-sen (1999-), male, master candidate, mainly engaged in the research of explosion dynamics and application, (E-mail) .

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figureFileBig=6naEbwzFkp3/b9DugnYMgw==, tableContent=null), ArticleFig(id=1241756522766725199, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=CN, label=图3, caption=现场测点布置, figureFileSmall=OjSNXzqmQDtD5grSmJwMRA==, figureFileBig=6naEbwzFkp3/b9DugnYMgw==, tableContent=null), ArticleFig(id=1241756524318617688, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=EN, label=Fig. 4, caption=Typical vibration velocity curve of blasting, figureFileSmall=z7QncmhRlf8TtLCCCHJmyQ==, figureFileBig=PVCvQ9TZLbUlLQ/mXTZ65g==, tableContent=null), ArticleFig(id=1241756524440252512, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=CN, label=图4, caption=分区-分段爆破典型振速曲线, figureFileSmall=z7QncmhRlf8TtLCCCHJmyQ==, figureFileBig=PVCvQ9TZLbUlLQ/mXTZ65g==, tableContent=null), ArticleFig(id=1241756524536721510, tenantId=1146029695717560320, 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caption=Comparison of vibration velocity in longitudinal section of advance hole, figureFileSmall=DffOTf5AwZhK95aPDR4Lig==, figureFileBig=Al9HLFAkHRe2rdoOnZkZBA==, tableContent=null), ArticleFig(id=1241756525371388058, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=CN, label=图8, caption=先行洞纵断面振速对比, figureFileSmall=DffOTf5AwZhK95aPDR4Lig==, figureFileBig=Al9HLFAkHRe2rdoOnZkZBA==, tableContent=null), ArticleFig(id=1241756525513994401, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=EN, label=Table 1, caption=

Statistics of explosive quantity in some sections

, figureFileSmall=null, figureFileBig=null, tableContent=
孔位段别单响药量/kg
掏槽孔13.60
37.20
辅助孔（左区）190.60
辅助孔（右区）412.40
辅助孔（拱顶）674.20
周边孔（左区）1250.45
周边孔（右区）1479.45
), ArticleFig(id=1241756525631434919, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=CN, label=表1, caption=

部分段别药量统计

, figureFileSmall=null, figureFileBig=null, tableContent=
孔位段别单响药量/kg
掏槽孔13.60
37.20
辅助孔（左区）190.60
辅助孔（右区）412.40
辅助孔（拱顶）674.20
周边孔（左区）1250.45
周边孔（右区）1479.45
), ArticleFig(id=1241756525782429871, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=EN, label=Table 2, caption=

Layout of measuring points for two monitoring schemes

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编号测点间距/m纵断面示意图横断面示意图
15
25
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两种监测方案测点布置

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编号测点间距/m纵断面示意图横断面示意图
15
25
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Part of the blast-hole corresponding segment and peak vibration velocity

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炮孔区域段别振速/（cm·s-1）炮孔区域段别振速/（cm·s-1）
掏槽孔19.02拱顶辅助孔556.77
34.26678.38
512.069310.51
左区辅助孔192.94右区辅助孔412.02
315.47511.58
494.64711.31
775.99951.01
左区周边孔1056.65右区周边孔1474.81
1193.91
), ArticleFig(id=1241756526176694472, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241699621035102861, language=CN, label=表3, caption=

各孔位对应段别及峰值振速

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炮孔区域段别振速/（cm·s-1）炮孔区域段别振速/（cm·s-1）
掏槽孔19.02拱顶辅助孔556.77
34.26678.38
512.069310.51
左区辅助孔192.94右区辅助孔412.02
315.47511.58
494.64711.31
775.99951.01
左区周边孔1056.65右区周边孔1474.81
1193.91
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极小净距隧道先行洞振动响应特性及衰减规律研究
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彭悦森 1a , 钟冬望 1a, 1b , 王朝振 2 , 白文良 2 , 赵云鹏 2 , 陆洪平 2 , 李洪林 2 , 杨志龙 3
爆破 | 矿岩爆破 2024,41(3): 111-120
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爆破 | 矿岩爆破 2024, 41(3): 111-120
极小净距隧道先行洞振动响应特性及衰减规律研究
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彭悦森1a , 钟冬望1a, 1b, 王朝振2 , 白文良2, 赵云鹏2, 陆洪平2, 李洪林2, 杨志龙3
作者信息
  • 1a.武汉科技大学　理学院，武汉　430065
  • 1b.武汉科技大学　湖北省智能爆破工程技术研究中心，武汉　430065
  • 2.中国铁建大桥工程局集团有限公司，天津　300300
  • 3.中国能建易普力有限公司，长沙　410000

    • 彭悦森（1999-），男，硕士研究生，主要从事爆炸动力学及应用研究，（E-mail）。

    PENG Yue-sen (1999-), male, master candidate, mainly engaged in the research of explosion dynamics and application, (E-mail) .

通讯作者:

王朝振（1986-），男，高级工程师，主要从事铁道工程方面研究，（E-mail）。
Research on Vibration Response Characteristics and Attenuation Rule of Advance Tunnel with Minimum Clear Distance
Yue-sen PENG1a , Dong-wang ZHONG1a, 1b, Chao-zhen WANG2 , Wen-liang BAI2, Yun-peng ZHAO2, Hong-ping LU2, Hong-lin LI2, Zhi-long YANG3
Affiliations
  • 1a.College of Science, Wuhan University of Science and Technology, Wuhan 430065, China
  • 1b.Hubei Intelligent Blasting Engineering Technology Research Center, Wuhan University of Science and Technology, Wuhan 430065, China
  • 2.China Railway Construction Bridge Engineering Bureau Group CO., LTD., Tianjin 300300, China
  • 3.Explosives Corporation Limited, Changsha 410000, China
出版时间: 2024-09-01 doi: 10.3963/j.issn.1001-487X.2024.03.014
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摘要
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隧道是铁路等交通设施的重要组成部分，研究隧道爆破开挖过程中的振动响应和衰减规律对隧道建设具有重要意义。以渝昆高铁线路建设为背景，研究了高铁隧道爆破开挖时面临极小净距问题的爆破方案，提出了将掘进断面分为左右两侧交替爆破的开挖方式，并对双线隧道进行了爆破振动速度监测。对先行洞振动速度分析表明：隧道内最大振动速度主要由掏槽孔及拱顶辅助孔爆破产生，并且径向振动速度最大；横断面上，迎爆侧边墙拱腰振速为拱脚振速的1.3倍至2倍，且由掏槽孔起爆引起的该振速倍率相对较小；纵断面上，掌子面前方各测点振动速度大于后方相对位置处振速，而后方振速衰减速率相对更高。研究结果已成功应用于现场工程实际，相关隧道小净距段已安全贯通，可对类似极小净距隧道工程提供一定的借鉴参考意义。

极小净距隧道  /  先行洞  /  爆破响应  /  振速监测  /  振动规律

As tunnels are integral to railways and other transport infrastructures, studying the vibration response and attenuation rule of tunnel blasting for tunnel construction projects is significant. The blasting solutions proposed in this paper are to minimize clear distance in the blasting excavation of a high-speed railway tunnel for the Chongqing-Kunming high-speed railway construction project. A new excavation method was developed to divide the excavation section into alternating blasting on both the left and right sides. Besides, the blasting vibration velocity of the double-line tunnel was monitored. The vibration velocity analysis of the advance tunnel shows that the maximum vibration velocity in the tunnel is mainly caused by cutting hole and vault auxiliary hole blasting, and the radial vibration velocity is the maximum. The vibration velocity of the arch waist of the explosion side wall is 1.3 to 2 times bigger than that of the arch foot on the cross-section, and the ratio caused by the initiation of the cutting hole is relatively small. Meanwhile, the vibration velocity of each point in front of the tunnel face is more significant than that at the relative position behind the vertical section. In contrast, the attenuation rate of the vibration velocity behind is relatively more significant. The research findings have been successfully applied to the engineering practice, and a relevant small clear distance tunnel has been safely connected.

minimum clear distance tunnel  /  advance tunnel  /  blasting response  /  vibration monitoring  /  vibration rule
彭悦森, 钟冬望, 王朝振, 白文良, 赵云鹏, 陆洪平, 李洪林, 杨志龙. 极小净距隧道先行洞振动响应特性及衰减规律研究. 爆破, 2024 , 41 (3) : 111 -120 . DOI: 10.3963/j.issn.1001-487X.2024.03.014
Yue-sen PENG, Dong-wang ZHONG, Chao-zhen WANG, Wen-liang BAI, Yun-peng ZHAO, Hong-ping LU, Hong-lin LI, Zhi-long YANG. Research on Vibration Response Characteristics and Attenuation Rule of Advance Tunnel with Minimum Clear Distance[J]. Blasting, 2024 , 41 (3) : 111 -120 . DOI: 10.3963/j.issn.1001-487X.2024.03.014
正文
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随着国家对基础设施的持续投入，在交通隧道快速发展的同时，各种复杂隧道问题也随之而来。小净距隧道常见于隧道分线并行等情况，其问题源自隧道中的中岩墙厚度小于分离式独立双洞的最小净距的特殊隧道布置形式[1]。小净距隧道由于中夹岩厚度较小，后行洞爆破开挖引起的先行洞振动较为强烈，可能造成先行洞二次衬砌结构的破坏，或降低围岩的承载力。因此，在小净距隧道爆破开挖过程中，需研究先行洞振动响应规律，以用于指导隧道振动控制。
关于小净距隧道爆破振动的研究，主要有分岔隧道、交叉下穿隧道及分线并行隧道三类小净距工况[2-5]。对于其振动传播规律主要以先行洞相对后行洞掌子面位置的横断面及掌子面前后一定距离的纵断面为主要研究范围[6]，并采用理论分析[7,8]、振动监测以及数值模拟三种方法对先行洞振动规律进行研究[9,10]。曹峰基于应力波传播理论[11]，推导了爆炸应力波入射小净距隧道衬砌结构的振动速度与应力关系的理论计算公式。高宇璠基于现场爆破试验[12]，研究中夹岩内部振速变化，对比分析不同炮孔在不同区域引起的爆破振动，指出掏槽孔及周边孔均会引起最大振速。马跃原通过现场爆破振动监测分析了先行洞横、纵断面的振速分布[5]，认为由掏槽孔爆破引起的迎爆侧边墙径向振速最大。江伟通过现场爆破振动跟踪监测研究了无中墙连拱隧道的振动响应特性[13]，回归分析了先行洞振速峰值与拉应力的关系。
综上，关于小净距隧道的振动响应规律已有较为丰富的研究，但相关研究大都基于分岔段隧道、新建隧道下穿既有建筑或管线、新建隧道交叉相穿既有隧道及分线并行小净距隧道。其特点在于，小净距段里程短，在数次循环爆破之后即会结束小净距段，或者分线段净距固定，并不能完全适用于净距逐渐减小的分线隧道爆破开挖。本文依托于渝昆高铁大山坡隧道分线段爆破开挖工程，该段隧道具有长距离、小偏角和极小净距的特点，分线段里程长，净距小于洞径且随里程变化而改变。在长期循环爆破开挖且净距逐渐降低的工程实际下，为达到良好的振动控制效果，本文开展现场爆破试验，结合振动监测数据进行研究，以优化爆破方案、控制爆破振动并分析得到振动传播规律，为类似隧道爆破开挖工程提供技术指导。
1　工程概况
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渝昆高速铁路是我国《中长期铁路网规划》中“八纵八横”高速铁路主通道“京昆通道”的重要组成部分，正线全长699 km，桥梁391座，隧道85座，桥隧占比约80%。云贵段大山坡隧道起于盐津县柿子乡斑竹湾，终于新生村，属于高原斜坡地带中山峡谷区，地形陡峻。其中，分线段隧道左线里程区间为DK315+080~DK315+749，小净距段全长669 m，双线夹角约为0.525°，左右双线逐渐靠近，随着左线掌子面向小里程方向推进，双线净距每100 m降低约0.912 m，至分线段起始里程点净距最低为2.12 m。该双线隧道满足小净距隧道定义，净距由8.25 m逐渐降低至2.12 m，低于开挖直径11.25 m，前期施工发现当净距降低至6m及以下时，振动响应加剧，振动控制要求提高，因此以净距低于0.5倍开挖直径的双线隧道为极小净距，同时该隧道具有长距离、小偏角的特点，针对此类问题特点，进行振动响应规律研究对于小净距隧道爆破振动安全控制具有强烈的现实意义。
隧道轮廓为三心圆拱形设计，内径宽9.85 m，高10.16 m，外轮廓断面面积为97.2，隧道跨度较大，分为上下台阶进行开挖，上台阶开挖面积为81.37 m2。分线段隧道洞身围岩为砂岩夹页岩、灰岩以及泥岩，岩体破碎，节理裂隙发育，整体岩溶及岩溶水弱发育。隧道右侧存在顺层偏压，存在一处断层破碎带，围岩分布以Ⅳ级为主，出口段岩体风化强烈，为Ⅴ级围岩。分线段围岩等级如图1所示。
2　测试方案介绍
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2.1　爆破方案
隧道掘进爆破通常的起爆顺序为：中间掏槽孔先响，其余炮孔围绕掏槽空间同层或同排齐响；不同层或排，则以距掏槽孔距离由近及远依次起爆，周边孔采用光面爆破同时起爆；在通常方法下，单响药量大，引起的爆破振动效应明显[3]，不适合小净距隧道爆破开挖。为了有效控制爆破振动，减小单响药量，确定在常规起爆顺序基础上，采取分区-分段的起爆方案，并遵循“小净距、小药量、小进尺”的总体爆破设计原则。本项目小净距段长达600 m，施工周期长，地质环境多变，爆破方案亦随之调整，在此取净距为5.6 m时的爆破方案作以说明，具体操作方法如下：
（1）分区设计：将开挖断面主要分为4个区域，如图2所示，起爆顺序为掏槽孔先起爆，而后左区经拱顶区至右区先后进行起爆，周边孔最后起爆。
（2）分段设计：根据对单响药量的计算，确定各区域各炮孔单响段别下单孔药量及炮孔数量，细分段别。该设计主要考虑左区（近既有隧道）及拱顶区炮孔，其中左区炮孔按需逐孔起爆，拱顶区部分炮孔单孔起爆，以同圈层同一段别为主，右区同圈层设置为同一段别。
对于炮孔及段别的设置在结合实际施工情况后，有如下考虑[14]：对于左区，各炮孔逐孔起爆；拱顶辅助孔由单孔起爆转为多孔起爆；对于右区，同层炮孔逐排起爆；周边孔从左至右由逐孔起爆转为一次起爆。整体起爆顺序为：不同圈层由内而外；同圈层由左向右，且由逐孔起爆向分段起爆变化。具体炮孔布置及起爆顺序如图2所示，数字代表起爆段别，由1段延续至147段，段间延期50 ms。
根据允许爆破振速及各炮孔与先行洞之间的距离确定各孔药量及最大单段药量。掏槽孔单孔药量为0.9 kg，最大单段药量7.2 kg；辅助孔单孔药量0.6 kg，各段别药量由0.6 kg至5.4 kg不等；周边孔单孔药量0.45 kg，其中左区单段药量0.45 kg，右区单段药量9.45 kg。部分孔位段别及药量如表1所示。
2.2　测点布置
目前铁路隧道相关规范对于爆破振动监测仅指明传感器应固定于预埋件上[15]，对于测点布设位置并无具体要求。当前有关小净距隧道爆破振动的研究中，通常对二衬进行打孔埋设钢构件从而固定振动传感器，以满足测点布置于拱顶或拱腰等位置的需求。然而该方法隐患较多，首先打孔会破坏二次衬砌的结构完整性，其次传感器固定存在松动的可能，导致监测数据不精确，同时对于某些正在运行通车的并行隧道，测点位于拱腰或拱顶则存在脱落风险，易产生安全事故。因此有必要研究边墙拱腰与拱脚位置的振速大小关系，分析掌子面前后振速变化规律，以便通过拱脚测点振速推导拱腰处振速峰值，简化监测点位设置，降低安全隐患。
该隧道爆破开挖分为上下台阶分别进行，由于上台阶爆破单响药量大，振动效应明显且远大于下台阶，振动监测以上台阶为主。研究认为，小净距隧道爆破施工过程中，先行洞迎爆侧质点振动速度远大于背爆侧[16]，因此在迎爆侧布置测点进行振动监测与规律分析。所有测点传感器均采用石膏粉粘接固定，对于拱腰测点采用特定杆件支撑，如图3所示。
为了研究先行洞迎爆侧边墙横断面及纵断面振动响应规律，分别设置了两种监测方案，如表2所示。
方案1中，3个测点（测点编号2#、3#、4#）沿先行洞轴线方向布置于边墙拱脚位置，测点间相距5 m，1#测点位于拱腰部位，即距离后行洞边墙最近处。同时，1#、2#测点垂直相距3 m，位于先行洞同一横截面内，且正对应后行洞掌子面位置。
为进一步研究先行洞隧道迎爆侧边墙相对后行洞掌子面前方（待开挖方向）及后方（已开挖方向）的振动变化规律，沿隧道轴线方向布置4个测点。具体布置方式如方案2所示，以掌子面位置为基准，以向前、向后两种方式分别布置测点，单次爆破振动监测采用其中一种方式，连续测振工作时两种方式交叉使用。
上述2种测试方案中，各测点之间相对位置保持固定，1#测点随后行洞掌子面推进而向前移动，且始终保持处于掌子面平面内。每个振动测试仪可同时进行X、Y、Z三个分量的振速测量，分别代表隧道径向、轴向及切向三个方向的速度分量。
3　振动监测数据分析
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3.1　振动响应特性
3.1.1　振速波形分析
本次试验中采用的分区-分段爆破方案所获得的爆破振动数据与常规隧道爆破振动数据相比具有显著不同，其典型振速曲线图4所示（以拱腰处测点为例）。
图4中振速波形曲线为图2起爆网路下单次爆破完整的振速时程曲线，曲线中各峰值点均可对应于图2中某个起爆段别，且单段振速波形衰减迅速，与下段振动并不叠加。除掏槽孔爆破产生的最大振速12.06 cm/s之外，还存在多个较大振速峰值；峰值点呈区段分布，多个峰值点组成一个区段，且峰值区段内峰值点间时间间隔约为50 ms，与图2中起爆网路的段别设置及段间延期时间呈现一致规律。
为进一步分析各区域炮孔起爆后对先行洞振动响应的影响，对各区域选取一定位置炮孔，将其段别与峰值振速相对应，如表3所示。
对表3中的数据分析可知，掏槽孔及拱顶炮孔爆破产生的振动响应最大，这是由于该区域单响药量相对更大，且振动传播路径相对完整。左区各段别为单孔爆破的情况下，整体各段峰值振速仍大于右区，右区爆破振动响应较弱，原因在于左侧炮孔距先行洞更近，距离为5.55~8.17 m（以当前爆破掌子面计），而右侧炮孔为14.18~16.8 m，且右侧炮孔起爆时其左侧已经完成掏槽孔爆破并产生空区，从而大大减弱右区爆破振动的传播。
对于左区辅助孔而言，在单响药量一致的情况下，爆心距由8 m降至6 m，而振速由2.94 cm/s增加至5.99 cm/s，对于105段别，爆心距进一步降低，药量相对减少，但振速增大至6.65 cm/s，因此先行洞振动对左区炮孔爆心距的变化极为敏感，该区单响药量的设置需严格考虑各孔至先行洞的距离。
因此先行洞迎爆侧边墙的振动响应主要由掏槽孔及左区炮孔引起，在控制掏槽孔爆破振动的同时仍需注意周边孔对中隔墙的影响。
3.1.2　先行洞三向振速对比
图5所示为以方案一进行振动监测获得的5组关于各测点的三向峰值振速数据，统计各测点的三向振速峰值之后进行对比分析。在三向振速中，X向振速显著大于Y、Z轴，其中Y轴的振速最小，尤其在1#与2#测点上表现明显，仅有2#测点在c组数据中Z向振速大于X向；各测点间，1#测点振速整体大于2#测点，4#测点振速整体大于3#测点。在中隔墙相对后行洞掌子面位置（横断面），拱腰与拱脚处的最大振动为径向振动，轴向与切向振动相对较小，在对该断面的振速进行分析时，可以径向振速为主；拱腰振速整体大于拱脚振速，待开挖方向振速相对已开挖方向较大。
3.2　振速变化规律分析
极小净距的工程条件下，后行洞爆破引起的振动对先行洞衬砌影响较大[17]，为控制后行洞爆破振动，减小对先行洞的影响，需对先行洞相对掌子面位置横断面及纵断面振速变化规律进行分析。在隧道施工过程中，先后采用两种监测方案对每次爆破进行实时监测，以精确掌握单次爆破振动结果，并获得大量实测数据。
3.2.1　横断面拱脚及拱腰振速对比
先行洞相对掌子面位置的横断面为最大振速出现的位置，为研究拱腰与拱脚两部位的振速相对关系，采用振动监测方案一获取的1#与2#两处测点的振动数据进行分析。前文中已指出，该两处测点的三向振速中，X向振速始终最大，因此在分析中以X向振动数据为主要对象。图6所示为5次振动监测中，1#与2#测点X向振速波形对比。
爆炸应力波在边墙临空面的反射拉伸是引起围岩响应的主要因素[18]，1#测点振速几乎始终大于2#测点振速，这是由于爆炸应力波垂直入射1#测点，且该测点对应中隔墙中部，右侧形成新的临空面，应力波反射拉伸造成更强烈的振动效应。
由图6中的波形对比分析可知，两个测点的最大振速峰值均产生于掏槽孔段别及拱顶辅助孔段别，且明显大于其他段别；另外左侧周边孔及内圈孔由于距先行洞最近，易产生较大振速，该段别引起的2#测点振动不弱于掏槽孔爆破振动，因此需特别关注其对先行洞造成的影响。
为进一步研究各段别下拱腰及拱脚两处测点的振速变化及相对关系，结合前文中先行洞爆破振动响应主要源自于左区炮孔，选取该4部分区域（以数字1至4代表；1-掏槽孔；2-拱顶辅助孔；3-左侧内圈孔；4-左侧周边孔）爆破引起的1#与2#测点的最大振动速度，统计列于下图。5组监测数据中，c组数据的2#测点在图7中振动波形相对其他组别差异明显，且在图6中的统计数据中数值均较低，因此视为误差。
由图7中的a、b、d、e共4组统计数据，掏槽孔爆破引起的爆破振动中，1#测点振速约为2#测点的1.31倍，拱顶辅助孔起爆后1#测点振速约为2#测点振速的2倍。对于1#测点而言，周边孔引起的振动大于内圈孔爆破振动速度，且对1#测点振动影响较大，分析认为1#测点处于爆破近区，且净距为5.55 m，在该距离下，爆心距的些许改变就会引起爆破振动的较大变化，周边孔相对内圈孔爆心距更小，因此振速更大；对于2#测点而言，由左侧周边孔及内圈孔引起的振动可能高于掏槽孔爆破振动，如图7（a）及图7（e）中的内圈孔段别，图7（d）中的周边孔段别，因此对于周边孔与内圈孔仍需注意控制单响药量。
3.2.2　纵断面振速变化规律
鉴于双线隧道净距逐渐减小的工程实际，根据振速监测结果按需对后行洞爆破方案进行调整，使先行洞振动始终处于控制标准以内。后行洞爆破开挖期间，小净距段开挖里程长，多次调整爆破方案并采用振动监测方案2获得大量振动数据。在众多振动数据中，以当前爆破方案调整前后的应用范围内，选取净距变化为1 m时的两种净距下的振动数据作为典型结果进行分析，确定净距分别为5.6 m与4.6 m。每个净距各选取1组振动数据，共2组，每组数据由相邻两次爆破测振结果构成，2组数据各测点峰值振速汇总如图8所示。
图8中横轴代表4个测点相对掌子面的距离，负值为待开挖方向，测点向前布置，正值为已开挖方向，测点向后布置，以相对掌子面位置测点为0 m，从图中可以看出：待开挖方向振速整体大于已开挖方向，且掌子面前方各测点振速大于后方对称测点振速。如图8（a）中，-5 m处振速比5 m处大50%，图8（b）中-10 m处振速比10 m处大38%；先行洞掌子面前后5 m范围内振动响应最为剧烈，衰减较低，且该区域内前后振动衰减速率差异较小；在前后10 m处，前方衰减速率为55%，后方衰减率为68%，且在10 m以外振速衰减趋于平缓。
4　结论
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在小净距分线隧道后行洞爆破开挖工程中，为控制爆破振动对先行洞迎爆侧边墙的影响，开展了大量的现场振动监测，并对两种监测方案下的振动数据进行了响应特性和衰减规律的分析，得出以下结论：
（1）先行洞迎爆侧相对后行洞掌子面位置振动响应最为强烈，迎爆侧拱腰处最大振速为拱脚最大振速的1.3倍至2倍；最大振速主要由掏槽孔及拱顶辅助孔爆破产生，且径向振速为最大；左侧周边孔距先行洞最近，偶有可能导致较大振动。
（2）沿先行洞纵断面方向，掌子面前方各测点峰值振速大于后方对称点，且前方相对后方振速衰减较缓，即先行洞待开挖方向振速大于已开挖方向。
（3）对于极小净距隧道而言，后行洞掌子面临近既有隧道区域与先行洞边墙净距极小，在该工况下，单响药量及爆心距的变化对先行洞振动响应影响极其明显，因此对先行洞的振动控制需在考虑各炮孔爆心距的基础上严格控制各段单响药量。
基金
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  • 国家自然科学基金(52274136)
  • 湖北省重点研发计划项目(2020BCA084)
文献
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2024年第41卷第3期
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doi: 10.3963/j.issn.1001-487X.2024.03.014
  • 接收时间：2023-12-12
  • 首发时间：2026-03-20
  • 出版时间：2024-09-01
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  • 收稿日期：2023-12-12
基金
National Natural Science Foundation of China(52274136)
国家自然科学基金(52274136)
National key research and development program of Hubei province(2020BCA084)
湖北省重点研发计划项目(2020BCA084)
作者信息
    1a.武汉科技大学　理学院，武汉　430065
    1b.武汉科技大学　湖北省智能爆破工程技术研究中心，武汉　430065
    2.中国铁建大桥工程局集团有限公司，天津　300300
    3.中国能建易普力有限公司，长沙　410000

通讯作者:

王朝振（1986-），男，高级工程师，主要从事铁道工程方面研究，（E-mail）。
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https://castjournals.cast.org.cn/joweb/bp/CN/10.3963/j.issn.1001-487X.2024.03.014
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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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