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Article(id=1241421940297101817, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241421928813089644, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2025.02.020, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1723392000000, receivedDateStr=2024-08-12, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773907655071, onlineDateStr=2026-03-19, pubDate=1748707200000, pubDateStr=2025-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773907655071, onlineIssueDateStr=2026-03-19, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773907655071, creator=13701087609, updateTime=1773907655071, updator=13701087609, issue=Issue{id=1241421928813089644, tenantId=1146029695717560320, journalId=1240670690148397066, year='2025', volume='42', issue='2', pageStart='1', pageEnd='210', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773907652332, creator=13701087609, updateTime=1773908080242, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241423723643859829, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241421928813089644, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241423723643859830, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241421928813089644, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=167, endPage=177, ext={EN=ArticleExt(id=1241421940670394887, articleId=1241421940297101817, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Blasting-induced Vibration Suppression Techniques for Close-proximity Undercrossing of Existing Tunnels, columnId=1240702076553065119, journalTitle=Blasting, columnName=BLASTING SAFETY, runingTitle=null, highlight=null, articleAbstract=

To mitigate blasting vibration during the excavation of a drainage tunnel located 2.30~3.10 m beneath an existing tunnel, an optimized blasting scheme using millisecond blasting by electronic detonators and a subsection in blasting holes was implemented. The field blasting scheme was initially adjusted based on the conventional blasting situation near the existing tunnel. This involved optimizing hole position parameters and reducing the number of holes. Before the formal blasting in the underpass section, a single-hole blasting test was then conducted near the excavation face to capture the vibration waveform and geological information. Using the linear superposition method, the vibration waveform of various delay intervals was analyzed to select the optimal delay interval. To further improve blasting performance and reduce the vibration of the cut blasting, the first blasting in the cut area was performed by using the subsection blasting in the hole. Field tests and calculations determined that the optimal delay times were 5 ms for the same row of cut holes or spreader holes, 40 ms between rows, and 3 ms for contour holes. The new blasting scheme was implemented and optimized in the field. When the drainage tunnel was excavated at a footage of 1.5 m through the existing tunnel, the maximum vibration of the road surface monitoring point at a distance of 3.10 m directly above was maintained below 4.0 cm/s, ensuring structure safety. Using electronic detonators for precise initiation and sectional blasting successfully controlled site vibration, protected adjacent structures, and provided valuable insights for similar future projects.

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WU Xiao-dong (1992-), male, born in Jiujiang, Jiangxi Province, Ph. D, lecturer, engaged in underground engineering blasting theory and technology research, (E-mail) .
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为控制泄水洞开挖过程中的爆破振动，保护其上方距离2.30~3.10 m的既有隧道的安全，采用电子雷管毫秒微差爆破及孔内分段等技术优化爆破方案。首先根据现场下穿泄水洞之前的常规爆破情况，优化现场爆破方案，调整孔位参数，减少炮孔数目；在下穿段正式爆破前，在开挖面掏槽区附近开展单孔爆破试验，获取包含现场地质信息的单孔爆破振动波形；采用线性叠加法计算并对比炮孔按不同延时间隔起爆的振动波形，从中筛选出炮孔的最优延时间隔；同时，为改善掏槽爆破时的临空条件、降低掏槽爆破的振动，对掏槽区的首爆孔采用孔内分段爆破。通过现场试验和计算分析，综合爆破协同作用和减振效果，确定了掏槽孔、辅助孔的孔间延时为5 ms、排间延时为40 ms，周边孔的孔间延时为3 ms。将新爆破方案在现场进行应用和不断优化，最终实现泄水洞工程以1.5 m进尺、全断面爆破下穿既有隧道时，其正上方距离3.10 m的路面监测点的最大振动在4.0 cm/s以内，结构物得到了有效保护。利用电子雷管微差起爆和孔内分段爆破技术能有效控制现场的爆破振动、保护了临近建（构）筑物，为后续类似工程提供经验。

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吴晓东（1992-），男，江西九江人，博士、讲师，从事地下工程爆破理论与技术方面的研究，（E-mail）。
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贾家银（1969-），男，四川简阳人，本科、高级工程师，从事隧道工程方面的工作，（E-mail）。

JIA jia-yin (1969-), male, born in Jianyang, Sichuan Province, bachelor's degree, senior engineer, engaged in tunnel engineering, (E-mail) .

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贾家银（1969-），男，四川简阳人，本科、高级工程师，从事隧道工程方面的工作，（E-mail）。

JIA jia-yin (1969-), male, born in Jianyang, Sichuan Province, bachelor's degree, senior engineer, engaged in tunnel engineering, (E-mail) .

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贾家银（1969-），男，四川简阳人，本科、高级工程师，从事隧道工程方面的工作，（E-mail）。

JIA jia-yin (1969-), male, born in Jianyang, Sichuan Province, bachelor's degree, senior engineer, engaged in tunnel engineering, (E-mail) .

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tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, language=CN, orderNo=4, keyword=最优延时间隔), Keyword(id=1241439659029492213, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, language=CN, orderNo=5, keyword=孔内分段)], refs=[Reference(id=1241439667892056805, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2023, volume=40, issue=2, pageStart=172, pageEnd=179, 216, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=马跃原, 何宏海, 张勇, journalName=爆破, refType=null, unstructuredReference=马跃原, 何宏海, 张勇, 等. 小净距大断面隧道先行洞爆破振动响应特性分析及其安全控制[J]. 爆破, 2023, 40(2): 172-179, 216., articleTitle=小净距大断面隧道先行洞爆破振动响应特性分析及其安全控制, refAbstract=null), Reference(id=1241439668168880872, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2023, volume=40, issue=2, pageStart=172, 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(in Chinese), articleTitle=Research review on blast vibration intensity, waveformand spectrum: prediction and active control, refAbstract=null), Reference(id=1241439675160785733, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2023, volume=25, issue=1, pageStart=142, pageEnd=154, url=null, language=null, rfNumber=[14], rfOrder=26, authorNames=冷振东, 范勇, 涂书芳, journalName=中国工程科学, refType=null, unstructuredReference=冷振东, 范勇, 涂书芳, 等. 电子雷管起爆技术研究进展与发展建议[J]. 中国工程科学, 2023, 25(1): 142-154., articleTitle=电子雷管起爆技术研究进展与发展建议, refAbstract=null), Reference(id=1241439675374695238, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2023, volume=25, issue=1, pageStart=142, pageEnd=154, url=null, language=null, rfNumber=[14], rfOrder=27, authorNames=LENG Zhen-dong, FAN Yong, TU Shu-fang, journalName=Strategic Study of CAE, refType=null, unstructuredReference=LENG Zhen-dong, FAN Yong, TU Shu-fang, et al. 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(in Chinese), articleTitle=Electronic detonator initiation technology: research progress and development strategies, refAbstract=null), Reference(id=1241439675638936392, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2021, volume=40, issue=5, pageStart=24, pageEnd=32, url=null, language=null, rfNumber=[15], rfOrder=28, authorNames=刘翔宇, 龚敏, 吴昊骏, journalName=振动与冲击, refType=null, unstructuredReference=刘翔宇, 龚敏, 吴昊骏, 等. 多因素耦合影响下隧道电子雷管爆破参数的计算与实践[J]. 振动与冲击, 2021, 40(5): 24-32., articleTitle=多因素耦合影响下隧道电子雷管爆破参数的计算与实践, refAbstract=null), Reference(id=1241439675752182603, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2021, volume=40, issue=5, pageStart=24, pageEnd=32, url=null, language=null, rfNumber=[15], rfOrder=29, authorNames=LIU Xiang-yu, GONG Min, WU Hao-jun, journalName=Journal of Vibration and Shock, refType=null, unstructuredReference=LIU Xiang-yu, GONG Min, WU Hao-jun, et al. 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(in Chinese), articleTitle=Caculation and practice of blasting parameters of electronic detonator in tunnel under the influence of multi-factor coupling, refAbstract=null), Reference(id=1241439675966092111, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2022, volume=41, issue=1, pageStart=52, pageEnd=59, 97, url=null, language=null, rfNumber=[16], rfOrder=30, authorNames=龚敏, 曹贞洋, 石发才, journalName=振动与冲击, refType=null, unstructuredReference=龚敏, 曹贞洋, 石发才, 等. 双临空面条件下隧道爆破近区振动波形构造与应用[J]. 振动与冲击, 2022, 41(1): 52-59, 97., articleTitle=双临空面条件下隧道爆破近区振动波形构造与应用, refAbstract=null), Reference(id=1241439676431659858, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, doi=null, pmid=null, pmcid=null, year=2022, volume=41, issue=1, pageStart=52, pageEnd=59, 97, url=null, language=null, rfNumber=[16], rfOrder=31, authorNames=GONG Min, CAO Zhen-yang, SHI Fa-cai, journalName=Journal of Vibration and Shock, refType=null, unstructuredReference=GONG Min, CAO Zhen-yang, SHI Fa-cai, et al. 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Actual charge parameters and vibration velocity measurements in typical section

, figureFileSmall=null, figureFileBig=null, tableContent=
断面桩号爆破位置实际总药量Q/kg炸药单耗q/ (kg/m3)最大振速/(cm·s－1)
X方向vx Y方向vy Z方向vZ
K1＋131排水沟左下方52.502.354.603.465.72
K1＋125排水沟正下方50.702.271.390.343.63
K1＋122排水沟右下方52.202.341.160.543.32
), ArticleFig(id=1241439666889618111, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241421940297101817, language=CN, label=表1, caption=

典型断面实际装药参数与振速测量值

, figureFileSmall=null, figureFileBig=null, tableContent=
断面桩号爆破位置实际总药量Q/kg炸药单耗q/ (kg/m3)最大振速/(cm·s－1)
X方向vx Y方向vy Z方向vZ
K1＋131排水沟左下方52.502.354.603.465.72
K1＋125排水沟正下方50.702.271.390.343.63
K1＋122排水沟右下方52.202.341.160.543.32
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近距离下穿既有隧道的地下爆破振动控制技术
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贾家银 1 , 曹贞洋 2 , 周世均 1 , 吴晓东 2 , 高兴 1 , 吴昊骏 2 , 龚敏 2
爆破 | 安全与管理 2025,42(2): 167-177
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爆破 | 安全与管理 2025, 42(2): 167-177
近距离下穿既有隧道的地下爆破振动控制技术
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贾家银1 , 曹贞洋2, 周世均1, 吴晓东2 , 高兴1, 吴昊骏2, 龚敏2
作者信息
  • 1.重庆中环建设有限公司，重庆　401120
  • 2.北京科技大学，北京　100083

    • 贾家银（1969-），男，四川简阳人，本科、高级工程师，从事隧道工程方面的工作，（E-mail）。

    JIA jia-yin (1969-), male, born in Jianyang, Sichuan Province, bachelor's degree, senior engineer, engaged in tunnel engineering, (E-mail) .

通讯作者:

吴晓东（1992-），男，江西九江人，博士、讲师，从事地下工程爆破理论与技术方面的研究，（E-mail）。
Blasting-induced Vibration Suppression Techniques for Close-proximity Undercrossing of Existing Tunnels
jia-yin JIA1 , Zhen-yang CAO2, Shi-jun ZHOU1, Xiao-dong WU2 , Xing GAO1, Hao-jun WU2, Min GONG2
Affiliations
  • 1.Chongqing Zhonghuan Construction Co. Ltd., Chongqing 401120, China
  • 2.University of Science and Technology Beijing, Beijing 100083, China
出版时间: 2025-06-01 doi: 10.3963/j.issn.1001-487X.2025.02.020
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摘要
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为控制泄水洞开挖过程中的爆破振动，保护其上方距离2.30~3.10 m的既有隧道的安全，采用电子雷管毫秒微差爆破及孔内分段等技术优化爆破方案。首先根据现场下穿泄水洞之前的常规爆破情况，优化现场爆破方案，调整孔位参数，减少炮孔数目；在下穿段正式爆破前，在开挖面掏槽区附近开展单孔爆破试验，获取包含现场地质信息的单孔爆破振动波形；采用线性叠加法计算并对比炮孔按不同延时间隔起爆的振动波形，从中筛选出炮孔的最优延时间隔；同时，为改善掏槽爆破时的临空条件、降低掏槽爆破的振动，对掏槽区的首爆孔采用孔内分段爆破。通过现场试验和计算分析，综合爆破协同作用和减振效果，确定了掏槽孔、辅助孔的孔间延时为5 ms、排间延时为40 ms，周边孔的孔间延时为3 ms。将新爆破方案在现场进行应用和不断优化，最终实现泄水洞工程以1.5 m进尺、全断面爆破下穿既有隧道时，其正上方距离3.10 m的路面监测点的最大振动在4.0 cm/s以内，结构物得到了有效保护。利用电子雷管微差起爆和孔内分段爆破技术能有效控制现场的爆破振动、保护了临近建（构）筑物，为后续类似工程提供经验。

泄水洞  /  既有隧道  /  微差爆破  /  最优延时间隔  /  孔内分段

To mitigate blasting vibration during the excavation of a drainage tunnel located 2.30~3.10 m beneath an existing tunnel, an optimized blasting scheme using millisecond blasting by electronic detonators and a subsection in blasting holes was implemented. The field blasting scheme was initially adjusted based on the conventional blasting situation near the existing tunnel. This involved optimizing hole position parameters and reducing the number of holes. Before the formal blasting in the underpass section, a single-hole blasting test was then conducted near the excavation face to capture the vibration waveform and geological information. Using the linear superposition method, the vibration waveform of various delay intervals was analyzed to select the optimal delay interval. To further improve blasting performance and reduce the vibration of the cut blasting, the first blasting in the cut area was performed by using the subsection blasting in the hole. Field tests and calculations determined that the optimal delay times were 5 ms for the same row of cut holes or spreader holes, 40 ms between rows, and 3 ms for contour holes. The new blasting scheme was implemented and optimized in the field. When the drainage tunnel was excavated at a footage of 1.5 m through the existing tunnel, the maximum vibration of the road surface monitoring point at a distance of 3.10 m directly above was maintained below 4.0 cm/s, ensuring structure safety. Using electronic detonators for precise initiation and sectional blasting successfully controlled site vibration, protected adjacent structures, and provided valuable insights for similar future projects.

drainage tunnel  /  existing tunnel  /  millisecond blasting  /  optimal delay interval  /  segmentation in hole
贾家银, 曹贞洋, 周世均, 吴晓东, 高兴, 吴昊骏, 龚敏. 近距离下穿既有隧道的地下爆破振动控制技术. 爆破, 2025 , 42 (2) : 167 -177 . DOI: 10.3963/j.issn.1001-487X.2025.02.020
jia-yin JIA, Zhen-yang CAO, Shi-jun ZHOU, Xiao-dong WU, Xing GAO, Hao-jun WU, Min GONG. Blasting-induced Vibration Suppression Techniques for Close-proximity Undercrossing of Existing Tunnels[J]. Blasting, 2025 , 42 (2) : 167 -177 . DOI: 10.3963/j.issn.1001-487X.2025.02.020
正文
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随着隧道工程建设的不断发展，在建隧道下穿既有隧道或建筑物的现象较为普遍[1,2]，且近年来施工隧道与既有隧道距离极近情况时有发生，对此若采用常规爆破方案很难控制爆破振动、保证既有隧道安全。爆破近区的振动控制已成为了诸多隧道施工的难点[3]，也是当前地下爆破技术研究的热点问题。
为控制与地面建筑物净距27~42 m的隧道下穿段的爆破振动，赵广平采取“先下后上分区间隔爆破”分步开挖的顺序[4]，并增加导爆管雷管的段位、减小单段起爆药量，取得了较好效果。胡平在青岛地铁3号线隧道下穿净距10.94 m的万隆商厦时[5]，设计上台阶0.5 m进尺、下台阶1.0 m进尺分步爆破的方案，保护了城市建筑物安全。罗帅兵等为减小在建隧道爆破对其上方9.18 m处高架桥桥墩的影响[6]，采取了机械开挖与上下台阶爆破(进尺1.0 m)相结合的方式，完成了下穿段的掘进。陈沛等采用上下台阶法开挖和1.2 m小进尺[7]，通过数值模拟确定排间延时，将净距4.2 m的人防洞室处振动控制在了12.76 cm/s左右。许怀面对泄水洞下穿净距3.9 m的铁路隧道时[8]，采用了超前预注浆加固地层，并将爆破进尺严格控制在0.6 m以内，从而控制了既有隧道的沉降，其他学者也针对类似工程进行了相关的研究与应用[9-12]。
综合上述，对于在10 m以内下穿既有建筑的隧道施工，通常采用“短进尺、少装药、分步开挖”等方式，来降低爆破振动，但分步开挖会影响现场掘进效率，能够控制极近距离下爆破振动并兼顾掘进效率、实现全断面一次爆破成型的案例较少。虽然电子雷管微差爆破技术能够有效控制爆破振动[13,14]，但目前现场设计延时间隔主要基于经验或半周期减振等方法，未考虑到微差爆破时多个炮孔的波形精准叠加对振速峰值的影响，且应用于极近距防爆破振动控制的不多，因此尚未完全发挥该技术的降振优势。
在重庆城口-开州高速公路吴家梁泄水洞工程中，泄水洞下穿既有隧道长度55.54 m，其中有24 m下穿区段与正在运营的吴家梁隧道底板净距小于3.10 m，吴家梁隧道中心水沟正下方的岩层厚度仅2.30 m。在这样极近距离下要实现隧道高效安全爆破开挖，目前可参考的工程案例很少。针对这一情况，本文以重庆吴家梁泄水洞工程为背景，提出基于延时爆破振动波叠加消波与孔内分段相结合的降振方法：根据Anderson原理，利用现场单孔试验和波形线性叠加法优选出最优延时间隔，基于最优延时间隔设计各炮孔起爆时序，并在掏槽孔采取孔内分段延时起爆技术进一步减少同段药量，在距爆源极近距离下大幅降低爆破振动并一次开挖成型。在上方隧道正常运营情况下进行下穿洞室爆破施工，在爆破振速不超过4.0 cm/s的同时循环进尺达到1.5 m，实现了安全高效施工，这一方法可为类似工程的爆破振动控制提供参考和借鉴意义。
1　隧道工程概况
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1.1　隧道工程施工环境概述
吴家梁泄水隧洞工程是重庆城口(陕渝界)至开州高速公路中的一部分，其起于开州区大进镇翠湖村，向南穿越雪宝山，终于吴家梁隧道集水仓，全长976 m，用于吴家梁高速公路隧道排水泄洪。其中，泄水隧洞K1＋076.63~K1＋132.17桩号段总长约55.54 m，需下穿已营运的吴家梁隧道(如图1)。下穿段距上部既有隧道路面净距离约为3.10 m，距既有隧道中心水沟的最小净距离仅2.30 m(如图2)。为保证安全原定采用机械施工，但由于泄水洞需在2024年汛期前(5月1日以前)完工，机械施工因种种原因难以实施，只能采用爆破开挖且不能影响上方隧道正常运营。
由图2可知，泄水洞下穿段的开挖将依次通过既有隧道右洞、左右洞之间的中夹岩、以及既有隧道左洞。当下穿段通过既有隧道左、右洞正下方时，开挖面与既有隧道底部的净距仅为2.30~3.10 m；该区间长度为24 m；除此之外在左右洞之间洞顶至隧道底距离小于10 m的区段长度还有19 m，二者合计43 m，隧道爆破施工环境复杂、面临较大风险。
1.2　极近距离爆破振动控制标准的确定
根据《爆破安全规程》(GB6722—2014)规定，在隧道爆破时，其周围作为保护对象的交通隧道在10 Hz≤f≤50 Hz时的安全振动速度为12~15 cm/s；《铁路工程爆破振动安全技术规程》(TB 10313—2019)中关于铁路隧道结构爆破振动安全允许值为6~7 cm/s。但考虑到本次既有隧道近距离处于爆源正上方，受爆破振动影响沉降、坍塌的风险较大。上述标准没有针对施工隧道位于既有隧道正下方做出特别规定，为防止爆破后因爆破作用和重力作用双重影响造成既有隧道坍塌，将本次既有隧道的爆破振动安全允许值设定为5 cm/s。
2　研究思路与方法
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2.1　总体研究思路
依托泄水洞近距离下穿既有隧道的工程背景，为在现场开挖中实现爆破振动的控制，采用电子雷管微差爆破和孔内分段技术，研究与设计思路如图3所示。
首先，获取现场工程概况，明确现场爆源与被保护物的空间关系，量化现场下穿段爆心距的变化情况；在常规爆破方案的基础上，进行爆破孔位优化和药量设计，从而减少孔数和药量；现场开展单孔爆破试验，获取单孔爆破振动波形，并基于线性叠加法确定最优的延时间隔，实现微差爆破和孔内分段；统筹孔位、药量和延期时间，得到优化后的爆破方案；现场实施方案，监测爆破振动并进行相应分析，根据控制爆破的减振效果对方案进行评价。其中，获取最优延时间隔是实现微差降振和孔内分段技术的关键，这部分采用的是波形线性叠加的方法，下面介绍线性叠加法的原理。
2.2　爆破振动波形的线性叠加方法
爆破振动波形的线性叠加方法最初是由Anderson提出，并在爆破振动分析领域得到了广泛的应用。该方法的主要思想是：在地质条件不变的情况下，将多个炮孔微差爆破的振动波形，看作是各炮孔的单孔波形按照延期时间的线性叠加结果。
假设在现场获取到一个单孔爆破振动波形，可以利用Fourier级数拟合该波形的散点，得到其函数形式f (t)[15]
式中：f (t)为单孔波形的拟合函数；t为时间；a0、aj、bj均为Fourier拟合系数；w为基频；k为Fourier拟合的级数。
在经典线性弹性理论中，多个振动波可以进行线性叠加，总振动波形是各个振动波形线性叠加的代数和。基于单孔波形函数，可计算出任意数量的炮孔按任意延时间隔起爆后产生的波形函数F (t)[16]
式中：F (t)为M个炮孔逐孔起爆后的合成波形函数；M为起爆孔数量；m为起爆炮孔顺序，取值范围为1，2，3，…，M；t为时间；Tm为第m个炮孔的起爆时刻。
其中，各炮孔的延时间隔不同，叠加产生的总振动波形也不相同。以两孔爆破振动波形叠加为例，如图4所示，当两个炮孔的延时间隔为0时，两列波的波峰与波峰产生叠加，其振动峰值增大；当两个炮孔的延时间隔为5 ms时，两列波的波峰与波谷产生叠加，其振动峰值相应减小。当多个炮孔爆破时，振速峰值的大小更容易受到炮孔起爆延时间隔的影响，合理的延时间隔可以降低爆破振动，但延时间隔的优选更为复杂，1/2主振周期不一定是最优的延期间隔。
因此，在单孔爆破振动波形已知，且地质条件不变的情况下，需利用上述线性叠加方法，计算出多孔爆破在不同延时间隔下的振速峰值，从中选择使合成振速峰值最小的延时间隔，作为最优延时间隔，进而优化爆破方案。
3　爆破方案的优化
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3.1　现场常规方案
泄水洞为直墙半圆拱隧道，开挖断面宽3.62 m，直墙段高2.66 m，半圆拱高1.81 m。图5为泄水洞工程在下穿既有隧道之前的常规爆破设计方案，设计进尺2 m。掏槽区采用复式掏槽，为1.3 m短掏槽＋2.2 m长掏槽，排间延时为50 ms，起爆顺序为掏槽孔-辅助孔-周边孔-底脚孔的顺序。为减少爆破的总时长，设计了掏槽两侧的辅助与上部辅助同段起爆。
图6为开挖下穿段之前采用常规爆破时，既有隧道路面上的振动波形，其最大振速峰值为18.12 cm/s，接近《爆破安全规程》中的阈值，远大于工程部设定的安全振速允许值(5 cm/s)，存在一定的安全风险。因此，为保证已经营运的吴家梁隧道的安全稳定，有必要优化泄水洞的爆破方案，降低爆破振动。
3.2　爆源与正上方隧道之间空间距离关系变化分析
泄水洞下穿段总长度达到了55 m左右，既有隧道左、右洞的跨度均为12 m，左右洞中夹岩厚度为31.54 m。其中，处于隧道正下方的开挖段长度为24 m，该段距上方既有隧道路面的距离不超过3.10 m，距中心水沟的最小净距为2.30 m；在左右洞之间的中夹岩区段，仍有19 m的区段与既有隧道的最小净距不超过10 m。
在设计爆破方案时，需要同时考虑既有隧道路基、中心水沟和中夹岩等多个部位的安全，因此，有必要准确计算并分析爆源与正上方隧道之间的空间距离关系。下面以泄水洞下穿右洞为例，量化并分析在爆破掘进过程中，爆源与右洞隧道的净距变化情况。
泄水洞下穿段的起始桩号和结束桩号分别为K1＋132.17和K1＋76.63，图7展示了下穿段与既有隧道空间距离的变化时各主要转折点A1~A12，图8展示下穿段经过既有隧道右洞时的净距变化情况。当完成中夹岩段施工后，隧道进入下穿左洞的阶段，开挖面与左洞隧道的净距变化曲线如图9所示。
3.3　孔位及药量设计
结合现场的地质条件，在常规爆破方案的基础上对爆破孔位和药量进行优化设计，图10为下穿段爆破炮孔及药量设计图。由图10可知，设计进尺为1.5 m，掏槽区设计了5对掏槽孔，掏槽孔排距为30 cm；掏槽两侧分别设置2排周边孔，孔距58 cm；掏槽区上方布设三排辅助孔，孔距设置在70 cm左右；周边孔孔距设置为46 cm。
掏槽区中间一对掏槽孔为首爆孔，起爆时只有一个临空面，爆破环境较差，且药量较多，容易引发较大振动。因此在首爆孔采用孔内分段起爆：将炸药分为孔口段和孔底段，孔口段先爆，为孔底段提供更好的临空条件，孔底段后爆。为避免孔口段起爆时孔底段殉爆，同时提高破岩效果，在两部分药卷中间及孔口处均适用黄泥堵塞20~30 cm。其他掏槽孔采用常规方式爆破。
与常规爆破方案相比，优化的下穿段爆破方案的炮孔布置更为均匀，且数量有所减少。经过计算，常规方案炸药单耗为3.44 kg/m3，优化后方案的炸药单耗为2.35 kg/m3，方案优化后炸药利用率得到了提高。
3.4　爆破最优延期时间计算
爆破延期时间的合理与否关乎到爆破振动的大小，可以基于现场实测单孔波形，利用线性叠加法比选出延期时间的最优值。
为获取真实、有效的单孔爆破振动波形，在下穿段全断面开挖之前，首先在断面掏槽区附近钻凿一个炮孔，进行单孔爆破试验。考虑到现场的工程条件，将TC-4850爆破测振仪布置在既有隧道的路面上，利用地勘资料中的桩号信息和现场工程GPS定位测量仪，确定测振点在既有隧道路面的具体布设位置，确保每次爆破时测振点均位于爆源的正上方，测振点与开挖面拱顶的距离为3.1 m。
为保证单孔爆破试验所得单孔振动波形能够用于爆破最优延期时间的计算，需要保证单孔爆破时的爆破条件与全断面爆破开挖时的爆破条件相同。因此，将单孔爆破试验的装药量设计为1.2 kg，与全断面爆破时掏槽孔的单孔药量相同。同时，将单孔爆破试验的炮孔设置在全断面爆破时掏槽区附近，距离开挖面拱顶3.5 m。根据地勘报告可知，整个下穿段岩性单一，以灰岩为主，未出现断层；因此，单孔爆破试验所处的地质条件与后续的全断面爆破开挖相同。
在泄水洞开挖面上开展装药量为1.2 kg的单孔爆破试验后，测振仪在爆源上方既有隧道路面上测得X、Y、Z三个方向的振动波形(如图11)，经过测算，爆源与测点的距离为6.6 m。根据优化后全断面爆破方案可知，全断面爆破时掏槽孔与测振点距离为6.0 ~ 7.1 m。由此可知，单孔爆破与全断面爆破掏槽区的爆破条件相近。因此，可利用单孔爆破振动波形数据开展波形叠加计算，筛选最优延期时间。
分析图11可知，单孔爆破在X、Y、Z三个方向的振动波形峰值大小有所不同，三个方向的爆破振速分别为2.77 cm/s、1.06 cm/s、4.03 cm/s。其中，Z方向(与地面垂直方向)与振动波传播方向相同，具有较大振速峰值，因此将Z方向作为数据分析和降振的主要方向。
利用傅里叶级数对Z方向单孔波形进行高阶拟合，并根据线性叠加法计算10孔爆破在不同延时间隔下(0~20 ms)的最大振速峰值，图12为几种典型延时间隔(0 ms、3 ms、5 ms、10 ms、15 ms、20 ms)下10个炮孔爆破的叠加计算波形。由图12可知，当延时间隔为0 ms时，10个炮孔同时起爆，波峰与波峰产生叠加，计算所得合成振速峰值达到了40 cm/s，这种情况产生的振速最大。当延时间隔为3 ms、5 ms、10 ms时，计算所得合成振速峰值要有所减小，其中5 ms较3 ms和10 ms的减振效果更好；结合图11中Z方向的振动波形和图12可知，当延时间隔为15 ms和20 ms时，各炮孔爆破的主振段波形相互错开，未发生明显的叠加，因此这两种延时间隔下的最大振速峰值在4.0 cm/s左右。
图13为10孔微差爆破时最大振速峰值随延时间隔(1~20 ms)变化的曲线。当延时间隔取1~2 ms时，合成的最大振速仍然为较大值；当延时间隔为5 ms时，正向最大振速和负向最大振速均较小；当延时间隔大于5 ms时，振速的减幅较小，甚至在某些取值处(Δt＝8 ms、9 ms)会有所增加；当延时间隔大于10 ms时，计算的10孔叠加振速峰值逐渐趋于稳定，且取值较小，但是较长的延时间隔不利于同排炮孔爆破协同破岩。因此，为了兼顾降振效果和破岩效果，将同排炮孔的孔间延时设置为5 ms。
结合图11可知，当振动持续时间达到20 ms时，爆破振动的主振段基本结束，可据此对掏槽孔孔内分段的延时作如下设置：首先是两个炮孔的孔口段依次起爆，延时间隔为上述计算出的孔间延时5 ms，即起爆时刻分别为0 ms和5 ms；第二个炮孔的孔口段起爆20 ms后，两个炮孔的孔底段依次起爆，起爆时刻分别为25 ms和30 ms。继续分析图11可得，当振动持续时间40 ms时，爆破振动数值已经衰减至0 cm/s左右，因此将排间的延时间隔设置为40 ms。周边孔爆破主要利用相邻孔爆破协同作用、形成相互贯通的裂缝，使断面轮廓成型，考虑到周边孔爆破时第二自由面已经形成、爆破条件得到改善，为了在控制爆破振动的同时利用短延时优化爆破成型效果，将周边孔的延时间隔设置为3 ms。综上，可得到各炮孔具体的延期时间如图14所示。
4　现场实施及振动监测
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将上述优化方案(包括进尺、孔位、药量及延期时间等)应用在泄水洞下穿段，并在既有隧道的路面、爆源的正上方位置，布置TC4850爆破测振仪监测爆破振动。表1分别为桩号K1＋131、K1＋125和K1＋122处爆破开挖的实际装药参数，以及测振仪所测得的最大振速。结合图6可知，桩号K1＋131和K1＋122爆破位置处于排水沟左下方(A1~A2段)和右下方(A5~A6段)，其上方岩层厚度均为3.1 m，因此开挖面拱顶与既有隧道内测振点的距离为3.1 m；桩号K1＋125开挖面爆破部位处于既有隧道排水沟的正下方(A3~A4段)，其上方岩层厚度仅为2.3 m，排水沟深度为0.8 m，由于现场条件限制，测振点同样布置在既有隧道的路面上，与开挖面拱顶距离为3.1 m。
由表1可知，三次爆破的最大振速分别为5.72 cm/s、3.63 cm/s和3.32 cm/s，均出现在爆源正上方测点的Z方向，相较常规方案的振速(18.12 cm/s)，爆破振动得到了极大程度的控制。图15为三次爆破Z方向的振动波形，结合图14分析排水沟左下方开挖面爆破的振动波形，其最大振速(5.72 cm/s)是延期时间为425 ms的辅助孔产生的。为进一步控制后续爆破的最大振速，将延期时间为425 ms、465 ms的辅助孔单孔装药量从0.6 kg减小为0.45 kg，由图15可知，后续两次爆破(排水沟正下方、排水沟右下方)在425 ms时刻的振速明显减小，最大振速也有所降低，分别为3.63 cm/s和3.32 cm/s，控制在了4 cm/s以内。
同时，掏槽孔采用孔内分段和微差起爆的方式后，掏槽区的爆破振动也得到了有效的控制。由图15可知，三次爆破掏槽区的最大振速分别为3.35 cm/s、1.81 cm/s和3.00 cm/s。其中，处于排水沟正下方的断面爆破时，其掏槽孔最大振速仅为1.81 cm/s，为分段爆破的孔口段产生。在设计为孔内分段的掏槽孔起爆后，后续掏槽孔爆破产生的振动均小于此值，这说明首爆掏槽孔起爆后为后续掏槽孔提供了更好的临空条件，降低了掏槽区的爆破振动。整个泄水洞工程施工期间，现场未因爆破作业产生坍塌、沉降等安全风险或事故，实现了下穿隧道施工的安全目标，同时保证了既有隧道的正常安全运营。
5　结论
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依托吴家梁隧道泄水洞工程，针对近距离下穿既有隧道的爆破工程，开展了电子雷管微差爆破方案设计、实验与现场应用，得到以下结论：
1)利用线性叠加法处理现场单孔爆破振动波形、计算延时间隔的方法，准确获取了适用于现场的最优延时，通过现场应用证明，辅助孔孔间延时间隔5 ms、排间延时间隔40 ms、周边孔延时间隔3 ms，能够有效降低爆破振动。
2)在炮孔微差爆破降振的基础上，对掏槽区首爆孔采用孔内分段技术，设置孔口、孔底间隔20 ms起爆，将首爆孔爆破振速控制到1.81 cm/s，进一步降低了掏槽区的爆破振动。
3)在上方隧道正常运营情况下进行下穿洞室爆破施工中，采用逐孔微差爆破和孔内分段技术相结合的降振方法，充分发挥了该技术的降振优势，精准控制了爆破振动在4 cm/s以下，同时实现了断面的一次爆破成型，为后续类似工程提供了参考。
基金
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  • 国家自然科学基金青年基金项目(52304204)
  • 濒海储油洞室电子雷管精确延时爆破破岩机理研究
  • 中国博士后科学基金会第74批面上基金(2023M740216)
  • 硬岩巷道孔内分段掏槽爆破破岩机理及关键参数研究
文献
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参考文献 引证文献
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2025年第42卷第2期
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doi: 10.3963/j.issn.1001-487X.2025.02.020
  • 接收时间：2024-08-12
  • 首发时间：2026-03-19
  • 出版时间：2025-06-01
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  • 收稿日期：2024-08-12
基金
国家自然科学基金青年基金项目(52304204)
濒海储油洞室电子雷管精确延时爆破破岩机理研究
中国博士后科学基金会第74批面上基金(2023M740216)
硬岩巷道孔内分段掏槽爆破破岩机理及关键参数研究
作者信息
    1.重庆中环建设有限公司，重庆　401120
    2.北京科技大学，北京　100083

通讯作者:

吴晓东（1992-），男，江西九江人，博士、讲师，从事地下工程爆破理论与技术方面的研究，（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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