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Article(id=1241046461304074536, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241046461174043350, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2025.01.002, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1712678400000, receivedDateStr=2024-04-10, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773818133902, onlineDateStr=2026-03-18, pubDate=1750348800000, pubDateStr=2025-06-20, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773818133902, onlineIssueDateStr=2026-03-18, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773818133902, creator=13701087609, updateTime=1773818133902, updator=13701087609, issue=Issue{id=1241046461174043350, tenantId=1146029695717560320, journalId=1240670690148397066, year='2025', volume='42', issue='1', pageStart='1', pageEnd='198', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=0, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773818133871, creator=13701087609, updateTime=1773820872662, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241057948554817923, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241046461174043350, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241057948554817924, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241046461174043350, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=10, endPage=17, ext={EN=ArticleExt(id=1241046463111819564, articleId=1241046461304074536, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Blasting Vibration Control on Freshly Poured Concrete of Intake Tower of Diversion Tunnel at DBDP Hydropower Station, columnId=1240702071733801442, journalTitle=Blasting, columnName=THEORETICAL AND TECHNOLOGICAL EXPLORATION, runingTitle=null, highlight=null, articleAbstract=

The DBDP Hydropower Station, the largest hydropower station under construction in Pakistan, faces challenges related to blasting vibration affecting freshly poured concrete of the proposed intake tower of the diversion tunnel. Finite element calculation parameters were adjusted based on on-site blasting vibration monitoring data to address this issue. A numerical simulation method was utilized to analyze the blasting vibration response of the water intake tower under various blasting conditions and to identify factors influencing peak particle velocity (PPV). The study proposes measures to control blasting vibration. The results indicated that the maximum charge per delay, the delay time between blast holes, the advancing direction, and the detonation position significantly impact the intake tower's vibration. It is recommended that the maximum charge per delay and the delay time between blast holes be controlled to mitigate vibration on the fresh concrete. Additionally, adopting a backward blasting advancing direction and hole-bottom initiation is advisable.

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HUANG Yue-jun(2000-), female, master degree candidate, mainly engaged in the research work on blasting vibration, (E-mail) .
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巴基斯坦迪阿莫-巴沙水电站（DBDP水电站）是巴基斯坦在建最大的水电站，为了控制电站引水洞进口平台岩体开挖过程中爆破振动对下部拟建进水塔新浇混凝土的影响，利用现场爆破振动监测数据对有限元计算参数进行反演，并采用数值模拟计算方法对不同爆源条件下进水塔处爆破振动响应进行模拟，分析了各因素对质点速度峰值（PPV）影响，并提出了相应的爆破振动控制措施。结果表明：单段最大药量、孔间延时、爆破推进方向和孔内起爆位置均会对拟建进水塔处的爆破振动产生影响。为了控制爆破振动对拟建进水塔处新浇混凝土的影响，需要合理控制单段最大药量和孔间延时；同时宜采用背向进水塔的起爆推进方向和孔底起爆方式。

, correspAuthors=null, authorNote=null, correspAuthorsNote=
黄月君（2000-），女，硕士研究生，主要从事爆破振动方面的研究工作，（E-mail）。
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倪宏涛（1981-），男，高级工程师，主要从事水利水电工程施工方面的研究工作，（E-mail）。

NI Hong-tao (1981-), male, senior engineer, mainly engaged in the research work of water conservancy and hydropower engineering construction, (E-mail) .

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倪宏涛（1981-），男，高级工程师，主要从事水利水电工程施工方面的研究工作，（E-mail）。

NI Hong-tao (1981-), male, senior engineer, mainly engaged in the research work of water conservancy and hydropower engineering construction, (E-mail) .

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倪宏涛（1981-），男，高级工程师，主要从事水利水电工程施工方面的研究工作，（E-mail）。

NI Hong-tao (1981-), male, senior engineer, mainly engaged in the research work of water conservancy and hydropower engineering construction, (E-mail) .

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tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, orderNo=4, keyword=爆破振动), Keyword(id=1241057545549312869, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, orderNo=5, keyword=安全控制措施)], refs=[Reference(id=1241057552205672602, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, doi=null, pmid=null, pmcid=null, year=2021, volume=38, issue=10, pageStart=112, pageEnd=120, 147, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=吴新霞, 胡英国, 刘美山, journalName=长江科学院院报, refType=null, unstructuredReference=吴新霞, 胡英国, 刘美山, 等. 水利水电工程爆破技术研究进展[J]. 长江科学院院报, 2021, 38(10): 112-120, 147., articleTitle=水利水电工程爆破技术研究进展, refAbstract=null), Reference(id=1241057552344084640, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, doi=null, pmid=null, pmcid=null, year=2021, volume=38, issue=10, pageStart=112, 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Permissible safety standards for blasting vibration of freshly poured concrete

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规范GB6722—2014DL/T5135—2013
保护对象类别安全允许PPV/(cm·s－1)安全允许PPV/(cm·s－1)
f≤10 Hz10 Hz<f≤50 Hz f>50 Hz
新浇大体积混凝土(C20)初凝~3 d1.5~2.02.0~2.52.5~3.02.0~3.0
3~7 d3.0~4.04.0~5.05.0~7.03.0~7.0
7~28 d7.0~8.08.0~10.010.0~12.07.0~12.0
), ArticleFig(id=1241057550259515435, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表1, caption=

新浇混凝土爆破振动安全允许标准

, figureFileSmall=null, figureFileBig=null, tableContent=
规范GB6722—2014DL/T5135—2013
保护对象类别安全允许PPV/(cm·s－1)安全允许PPV/(cm·s－1)
f≤10 Hz10 Hz<f≤50 Hz f>50 Hz
新浇大体积混凝土(C20)初凝~3 d1.5~2.02.0~2.52.5~3.02.0~3.0
3~7 d3.0~4.04.0~5.05.0~7.03.0~7.0
7~28 d7.0~8.08.0~10.010.0~12.07.0~12.0
), ArticleFig(id=1241057550343401521, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 2, caption=

Blasting　vibration controlling standard of freshly pouring concrete of different ages

, figureFileSmall=null, figureFileBig=null, tableContent=
混凝土龄期 PPV/(cm·s－1)
0~12 h0.25
12~24 h0.50
24~48 h1.00
2~4 d1.50
4~7 d2.50
>7 d4.00
), ArticleFig(id=1241057550444064827, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表2, caption=

不同龄期新浇混凝土结构振动控制标准[14]

, figureFileSmall=null, figureFileBig=null, tableContent=
混凝土龄期 PPV/(cm·s－1)
0~12 h0.25
12~24 h0.50
24~48 h1.00
2~4 d1.50
4~7 d2.50
>7 d4.00
), ArticleFig(id=1241057550565699651, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 3, caption=

PPV at measured point 1

, figureFileSmall=null, figureFileBig=null, tableContent=
编号单段最大药量/kg PPV/(cm·s－1)水平距离/m高程差/m
X向 Y向 Z向
Ⅰ114.001.040.670.6595.0093.00
Ⅱ55.003.212.212.0827.0082.00
Ⅲ108.000.560.520.34121.0094.00
Ⅳ54.000.170.090.09137.00112.00
Ⅴ22.000.580.350.5078.0061.00
), ArticleFig(id=1241057550670557256, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表3, caption=

测点1#处PPV

, figureFileSmall=null, figureFileBig=null, tableContent=
编号单段最大药量/kg PPV/(cm·s－1)水平距离/m高程差/m
X向 Y向 Z向
Ⅰ114.001.040.670.6595.0093.00
Ⅱ55.003.212.212.0827.0082.00
Ⅲ108.000.560.520.34121.0094.00
Ⅳ54.000.170.090.09137.00112.00
Ⅴ22.000.580.350.5078.0061.00
), ArticleFig(id=1241057550787997777, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 4, caption=

Rock model parameters

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线弹性模型密度/(kg·m－3)弹性模量/GPa泊松比
 2660.0015.000.30
RHT模型密度/(kg·m－3)抗压强度/MPa抗拉强度极限比抗压强度极限比剪切模量/GPa脆韧转变参数
0.012660.00154.000.700.4012.60
拉、压子午线处偏应力比失效面参数A失效面指数N损伤常数D1损伤常数D2压缩指数
0.6802.920.700.041.003.00
), ArticleFig(id=1241057550918021209, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表4, caption=

岩石模型计算参数

, figureFileSmall=null, figureFileBig=null, tableContent=
线弹性模型密度/(kg·m－3)弹性模量/GPa泊松比
 2660.0015.000.30
RHT模型密度/(kg·m－3)抗压强度/MPa抗拉强度极限比抗压强度极限比剪切模量/GPa脆韧转变参数
0.012660.00154.000.700.4012.60
拉、压子午线处偏应力比失效面参数A失效面指数N损伤常数D1损伤常数D2压缩指数
0.6802.920.700.041.003.00
), ArticleFig(id=1241057551052238945, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 5, caption=

Dynamite parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/(kg·m－3)爆速/(m·s－1)压力参数A/GPa压力参数B/GPa特征参数R1特征参数R2特征参数ω初始能量/GPa
1000.003600.00209.703.515.761.200.392.40
), ArticleFig(id=1241057551161290857, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表5, caption=

炸药参数

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/(kg·m－3)爆速/(m·s－1)压力参数A/GPa压力参数B/GPa特征参数R1特征参数R2特征参数ω初始能量/GPa
1000.003600.00209.703.515.761.200.392.40
), ArticleFig(id=1241057551236788336, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 6, caption=

PPV in three directions at the monitoring point

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆方式PPV/(cm·s－1)
洞轴向水平径向竖直向
孔底起爆0.220.250.26
中部起爆0.200.270.28
孔口起爆0.210.280.30
), ArticleFig(id=1241057551350034554, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表6, caption=

测点三向PPV

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆方式PPV/(cm·s－1)
洞轴向水平径向竖直向
孔底起爆0.220.250.26
中部起爆0.200.270.28
孔口起爆0.210.280.30
), ArticleFig(id=1241057551480057983, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=EN, label=Table 7, caption=

PPV at different charge volumes

, figureFileSmall=null, figureFileBig=null, tableContent=
单段最大装药量Q/kg PPV/(cm·s－1)
18.00(一孔一响)0.45
36.00(两孔一响)0.68
54.00(三孔一响)0.84
72.00(四孔一响)0.98
90.00(五孔一响)1.12
108.00(六孔一响)1.23
), ArticleFig(id=1241057551584915588, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046461304074536, language=CN, label=表7, caption=

不同装药量下PPV

, figureFileSmall=null, figureFileBig=null, tableContent=
单段最大装药量Q/kg PPV/(cm·s－1)
18.00(一孔一响)0.45
36.00(两孔一响)0.68
54.00(三孔一响)0.84
72.00(四孔一响)0.98
90.00(五孔一响)1.12
108.00(六孔一响)1.23
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DBDP水电站导流洞进水塔新浇混凝土爆破振动影响控制
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倪宏涛 1 , 黄月君 2 , 赵振夫 1 , 胡学中 1 , 陈明 2
爆破 | 理论与技术探索 2025,42(1): 10-17
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爆破 | 理论与技术探索 2025, 42(1): 10-17
DBDP水电站导流洞进水塔新浇混凝土爆破振动影响控制
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倪宏涛1 , 黄月君2 , 赵振夫1, 胡学中1, 陈明2
作者信息
  • 1.中国水利水电第十一局工程局有限公司，郑州　450001
  • 2.武汉大学　水资源工程与调度全国重点实验室，武汉　430072

    • 倪宏涛（1981-），男，高级工程师，主要从事水利水电工程施工方面的研究工作，（E-mail）。

    NI Hong-tao (1981-), male, senior engineer, mainly engaged in the research work of water conservancy and hydropower engineering construction, (E-mail) .

通讯作者:

黄月君（2000-），女，硕士研究生，主要从事爆破振动方面的研究工作，（E-mail）。
Blasting Vibration Control on Freshly Poured Concrete of Intake Tower of Diversion Tunnel at DBDP Hydropower Station
Hong-tao NI1 , Yue-jun HUANG2 , Zhen-fu ZHAO1, Xue-zhong HU1, Ming CHEN2
Affiliations
  • 1.Sinohydro Bureau 11 Co., Ltd., Zhengzhou 450001, China
  • 2.State Key Laboratory of Water Resources Engineering and Management, Wuhan University, Wuhan 430072, China
出版时间: 2025-06-20 doi: 10.3963/j.issn.1001-487X.2025.01.002
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摘要
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巴基斯坦迪阿莫-巴沙水电站（DBDP水电站）是巴基斯坦在建最大的水电站，为了控制电站引水洞进口平台岩体开挖过程中爆破振动对下部拟建进水塔新浇混凝土的影响，利用现场爆破振动监测数据对有限元计算参数进行反演，并采用数值模拟计算方法对不同爆源条件下进水塔处爆破振动响应进行模拟，分析了各因素对质点速度峰值（PPV）影响，并提出了相应的爆破振动控制措施。结果表明：单段最大药量、孔间延时、爆破推进方向和孔内起爆位置均会对拟建进水塔处的爆破振动产生影响。为了控制爆破振动对拟建进水塔处新浇混凝土的影响，需要合理控制单段最大药量和孔间延时；同时宜采用背向进水塔的起爆推进方向和孔底起爆方式。

DBDP水电站  /  进水塔  /  新浇混凝土  /  爆破振动  /  安全控制措施

The DBDP Hydropower Station, the largest hydropower station under construction in Pakistan, faces challenges related to blasting vibration affecting freshly poured concrete of the proposed intake tower of the diversion tunnel. Finite element calculation parameters were adjusted based on on-site blasting vibration monitoring data to address this issue. A numerical simulation method was utilized to analyze the blasting vibration response of the water intake tower under various blasting conditions and to identify factors influencing peak particle velocity (PPV). The study proposes measures to control blasting vibration. The results indicated that the maximum charge per delay, the delay time between blast holes, the advancing direction, and the detonation position significantly impact the intake tower's vibration. It is recommended that the maximum charge per delay and the delay time between blast holes be controlled to mitigate vibration on the fresh concrete. Additionally, adopting a backward blasting advancing direction and hole-bottom initiation is advisable.

DBDP hydropower station  /  intake tower  /  freshly poured concrete  /  blasting vibration  /  safety control measures
倪宏涛, 黄月君, 赵振夫, 胡学中, 陈明. DBDP水电站导流洞进水塔新浇混凝土爆破振动影响控制. 爆破, 2025 , 42 (1) : 10 -17 . DOI: 10.3963/j.issn.1001-487X.2025.01.002
Hong-tao NI, Yue-jun HUANG, Zhen-fu ZHAO, Xue-zhong HU, Ming CHEN. Blasting Vibration Control on Freshly Poured Concrete of Intake Tower of Diversion Tunnel at DBDP Hydropower Station[J]. Blasting, 2025 , 42 (1) : 10 -17 . DOI: 10.3963/j.issn.1001-487X.2025.01.002
正文
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爆破是水电工程岩体开挖最重要的手段[1，2]。爆破开挖会对保留岩体和邻近的建(构)物和设施设备产生影响，合理控制振动是降低爆破有害效应的重要内容[3，4]。巴基斯坦迪阿莫-巴沙水电站(简称DBDP水电站)建设中引水洞进口部位岩体爆破开挖与导流洞洞口处进水塔浇筑同步施工作业，爆破振动可能会对进水塔处新浇混凝土结构产生不利影响。需要合理控制爆破振动以保证新浇混凝土结构的安全。
对于爆破振动控制，控制单段装药量是最直接有效的方法[5]，合理确定毫秒爆破的段间延期时间[6]、改进装药结构[7]、优化起爆方式等都能达到控制爆破振动的目的[8]。在开挖轮廓上采用预裂爆破技术、在传播路径上设减振沟和减振孔等隔振措施，可加快地震波的衰减，降低振动强度[9]。
新浇混凝土的强度与龄期密切相关。吴帅峰和贺泳超等学者研究了不同龄期的混凝土在爆破振动下的损伤情况[10，11]，给出不同龄期混凝土的安全振速。国内外普遍根据不同龄期确定相应的浇混凝土爆破振动控制标准，如现行《爆破安全规程(GB6722—2014)》与《水电水利工程爆破施工技术规范(DL/T5135—2013)》中关于新浇大体积混凝土爆破振动安全允许标准如表1所示[12，13]。
为控制爆破振动对新浇混凝土的影响，需根据标准确定安全允许距离，在爆区一定范围内避免进行混凝土浇筑作业，并合理安排施工时间，两施工工序尽量避免同时进行，避免在混凝土较短龄期时开展爆破作业。除此之外，还会采取调整爆破参数、增加隔振措施等方法来保证新浇混凝土结构的安全。
针对DBDP水电站右岸爆破开挖对导流洞进口新浇混凝土结构的影响，开展现场爆破监测，根据实测数据对岩体动力力学参数进行反演；同时结合爆破振动场数值模拟，根据招标文件规定的新浇混凝土结构爆破振动安全控制标准，提出进水塔处新浇混凝土结构的爆破振动安全控制措施。
1　工程概况
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1.1　工程简介
DBDP水电站主坝采用碾压混凝土重力坝，坝高272 m，坝轴线长1030 m。为了保证DBDP水电站建设施工高效推进，建设过程中引水洞开挖与导流洞口进水塔施工同时进行，两处施工作业区间距不足200 m，空间位置关系如图1所示，引水洞施工爆破振动会对进水塔处新浇混凝土结构产生影响，因此，需开展相应的爆破振动控制措施研究。
1.2　爆破振动控制技术要求
针对新浇混凝土结构的爆破振动安全控制要求，各个国家和地区的行业规范里均以限定测控点处的质点振动速度峰值(PPV)为标准。在DBDP水电站建设工程中，按照招标文件技术要求，确定拟建进水塔新浇混凝土结构的爆破振动控制标准如表2所示。
2　现场爆破振动测试
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为了分析DBDP水电站爆破施工产生的振动响应，在引水隧洞进水口两侧高边坡区域爆破开挖过程中对拟建进水塔处测控点开展振动监测，并对施工区域岩石动力参数进行反演。
2.1　爆破设计参数
DBDP水电站引水洞进口位于其右岸，开挖高程由1155 m至1011 m，高程差144 m，土石方总开挖量229万m3。岩体爆破开挖采用台阶爆破技术，其中边坡EL1052~EL1042梯段爆破挖开面积约720 m2，一次开挖方量约3500 m3。
在施工区域对五次爆破作业进行了爆破振动监测，试验区域位置分布如图1所示。各组爆破试验的炮孔参数与爆破网路设计不同，以Ⅳ区域为例，其爆破开挖区域共布置6排69个炮孔，炮孔直径89 mm，孔深6 m，单孔装药量为18.2 kg。采用的炸药为现场拌制铵油炸药，每孔内在底部或中上部安放两节筒装乳化炸药并用导爆管雷管起爆，堵塞材料为钻孔岩屑，孔内装药结构如图2所示。采用第二系列塑料导爆管雷管起爆网路，孔间间距2.5 m，排距2.0 m，其中采用“三孔一响”的爆破方式，单段药量为54.6 kg，爆区起爆顺序逐排和逐段接力起爆，排间传爆方向为“向左(下游)推进”或“向右(上游)推进”爆破推进方式。典型的起爆网路如图3所示。
2.2　爆破振动测试系统与测点布置
DBDP水电站进水口平台爆区和测振区域位置如图4所示。现场爆破振动监测过程中于拟建进水塔洞口处布设TC-4850三轴振动传感器进行监测。
2.3　有限元计算参数反演
图5为对Ⅳ区域爆破作业监测所得部分振动波形，其中X向为沿洞轴线方向，Z向为竖直向。由图可知，实测爆破振动在X方向上的振动幅值较大，在水平方向产生较大的位移，容易引起新浇混凝土结构开裂，影响其安全稳定。
表3列出了测点1#在五次爆破试验的振动响应，由于现场试验场地的限制，仅设置了三处测振点对爆破振动进行监测，且各组爆破试验的应力波传播路径互不相同，无法通过萨道夫斯基公式拟合获得爆破振动衰减规律。为通过有限元计算研究爆破振动对新浇混凝土结构的影响，需进行材料参数与阻尼系数反演以保证计算准确性。
由于岩体的密度和泊松比参数值在动力与静力计算中相差不大，可以用静力参数值近似为动力参数值，基于DBDP水电站地质勘测数据确定岩体的密度ρ为2660 kg/m3，泊松比υ为0.3。岩体的弹性模量在静、动态下相差较大，且阻尼系数的设置也会影响材料的振动衰减规律，准确的选取动弹性模量与阻尼系数是计算结果准确的关键。如图6所示，根据现场爆破试验的爆区位置，建立不同工况的有限元模型。进行初步试算后，确定岩体动弹性模量E取值区间为10 GPa至18 GPa，质量阻尼取值区间为12至120，刚性阻尼取值区间为0.01至0.1。将三参数在取值区间内进行组合并代入模型进行试算，计算结果表明，当动弹性模量取为15 GPa，质量阻尼为25，刚性阻尼为0.07时，PPV与实测数据较为相近。
3　爆破振动数值模拟
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3.1　爆破振动影响因素分析
工程施工过程中产生的爆破振动十分复杂，控制爆破振动的方法目前可分为两类：一类为由爆源因素控制，即通过降低爆源产生的能量来降低振动强度，如改变炸药种类、降低孔内装药量、优化炮孔直径与孔深、优化起爆网路等；另一类由传播路径控制振动，如通过在爆破地震波传播路径设置减震措施来降低振动强度。由于DBDP水电站施工现场复杂，引水洞进口爆破开挖作业区与进水塔混凝土浇筑作业区之间无法设置隔振措施。因此，针对DBDP水电站建设中引水洞爆破作业对进水塔处新浇混凝土结构的影响问题，需通过合理优化爆破施工设计参数来控制爆破振动。
3.2　计算模型与工况
为了合理控制DBDP水电站开挖过程中的爆破振动，采用有限元数值计算方法，分析不同孔间延期时间、爆破推进方向和孔内起爆位置对爆破振动的影响。建立了如图7所示的有限元计算模型，采用LS-DYNA进行计算。计算模型分别采用四炮孔模型和单炮孔模型用于分析不同起爆推进方向和孔内起爆位置对爆破振动的影响。炮孔设计参数为：孔径90 mm、孔深10 m、孔间间距2.5 m、抵抗线2.5 m。炮孔内起爆位置分别设为孔口起爆、中部起爆和孔底起爆三种起爆方式。
为了描述爆炸荷载对岩体造成损伤，炮孔附近岩体采用RHT模型，岩体其他区域采用线弹性本构模拟，岩石的材料参数如表4所示。炸药爆轰过程中压力与体积的关系由JWL状态方程描述，炸药具体参数如表5所示。
3.3　起爆顺序对爆破振动的影响
群孔微差爆破作业中，前炮孔爆破为后起爆炮孔提供爆生自由面，爆生自由面的数量及方向对爆破振动强度具有重要影响。因此以不同起爆顺序推进爆破时，相同装药参数的炮孔所诱发的爆破振动强度存在差异。除此之外，起爆顺序决定爆破应力波的叠加顺序，对群孔微差爆破振动强度有所影响。
为研究起爆顺序对微差爆破振动强度的影响，采用图7中四炮孔有限元模型进行计算。为模拟前炮孔爆破产生的爆生自由面，后炮孔起爆时，先删除前炮孔影响区域内的岩体单元。两工况中1#炮孔为起爆炮孔，爆破时台阶面为唯一自由面，后续2~4#炮孔顺序起爆时以台阶面和爆生自由面为自由面。测点位于进水塔新浇混凝土区域，爆破向上游推进时为朝向测点方向推进。两种爆破推进方向下各单孔爆破振动波形如图8所示。
图8(a)显示，装药量相同情况下，1#炮孔爆心距最大，然而其爆破所诱发振动强度却明显大于后起爆的2#、3#与4#炮孔。此外，对比向上游推进工况下2#炮孔与向下游推进工况下3#炮孔，两次爆破爆心距相同，由于后者工况下爆生自由面对后续爆破应力波传播的阻碍效果更为显著，后者爆破所诱发爆破振动峰值振速(0.30 cm/s)更低。可见，自由面的数量与位置对爆破峰值振速影响较大，自由面数量越多，且爆生自由面位置对应力波传播的阻隔作用越显著时，峰值振速越小。
根据Anderson等研究[15]，可采用线性叠加原理对群孔爆破振动波形进行预测。假设各炮孔的单孔波形为fi，相应延期时间记作Ti，则n个炮孔微差爆破后的振动波形F(t)可表示如下
基于上述原理，分别以25 ms、50 ms和75 ms的延期时间对单孔爆破振动波形曲线进行叠加，得到目标控制点在两种起爆顺序下的群孔爆破振动曲线如图9所示。
由图9可知，延期时间对群孔爆破振动速度幅值具有较大的影响。合理设置起爆网路中段位的延期时间可形成振动波形的“错峰”叠加，进而降低PPV。值得注意的是，在相同的孔间延期时间的条件下，当爆破向背离控制点(向下游)推进时，相比于迎向控制点，后续段爆破PPV都有所下降。由此可知，采用背离控制点方向的起爆推进网路，并适当减小首段爆破装药量，可有效降低爆破振动对进水塔处新浇混凝土的影响。
3.4　起爆方式对爆破振动的影响
柱状药包的大长径比几何特性以及炸药爆轰速度的有限性导致柱状药包的爆轰反应存在时间与方向效应。一方面，孔内起爆位置影响爆轰产物与爆炸能量的分配，爆炸能量优先分配至爆轰波传播正向[16]。另一方面，孔内起爆方式决定着炸药爆轰波的传播方向，根据爆炸应力场叠加的相位延迟效应，柱状药包爆炸应力场沿爆轰波传播正向叠加，进而影响爆破振动场的分布。
引水洞进口平台爆破开挖采用同段位导爆管雷管的孔内三点起爆方式，配合ϕ 50乳化炸药卷辅助起爆。高段位雷管存在较大的延期时间误差[17]，高段位毫秒导爆管雷管的最大允许误差可达50 ms，而孔内铵油炸药完成孔内爆轰波传爆的总时间仅需2 ms。这表明，设置了孔口、中部和孔底三个由高段位雷管起爆的炮孔，其真实起爆方式为该三个起爆点的单点随机起爆方式。
图10为不同孔内起爆位置的爆破振动波形计算结果，控制点处PPV的计算结果列入表6。由图可知，不同起爆方式下的爆破振动波形相似，振速峰值到达时间和波形的变化规律基本一致。由表6可知，三种起爆方式中孔口起爆的竖向PPV最大，孔底起爆和中部起爆的差异较小。因此，为了进一步降低爆破振动，建议采用高段位雷管起爆的炮孔不设置孔口起爆点。
4　爆破振动控制措施
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为了合理控制DBDP水电站引水洞进口开挖爆破振动对进水塔新浇混凝土的影响，提出以下控制措施：
(1)最大单段药量控制标准
为了确定最大单段药量控制标准，在距离混凝土浇筑区最近的爆破施工区域分别设置N孔同时起爆(N＝1，2，3，4，5，6)的模型进行计算。炮孔参数同3.2节中设计，单孔装药量为18 kg。进水口最低开挖高程为1011 m，距混凝土浇筑区水平距离约40 m，爆心距约为77 m，开挖区域如图11所示。
表7列出了在不同段最大装药量条件下，混凝土浇筑处的爆破振动峰值速度。结合DBDP大坝新浇混凝土结构控制标准(表2)，提出如下最大单段装药量标准：当混凝土浇筑时间小于12 h，避免进行爆破施工作业；混凝土龄期为12~24 h时，最大单段装药量不超过18 kg；当混凝土龄期在24~48 h内，最大单段装药量不超过72 kg；当混凝土龄期大于48 h，最大单段药量允许值统一采用108 kg的控制标准。
(2)孔间延期时间
为防止相邻段位波形叠加，出现重段而振动增强的现象，孔间延期时间不宜太短；而过长的延期时间会影响爆破的破岩效果，增加飞石的产生概率，同时也会延长总爆破时间，给孔外延时起爆网路的传爆增添不可靠因素，因此建议孔间延期时间控制在25 ms左右。随爆破高程降低，爆破振动频率减小，因此在较小高程位置处爆破作业时可适当减小孔间延期时间。
(3)爆破推进方向
当起爆网路为背离进水塔方向，即向下游推进时，爆生自由面位于炮孔与进水塔之间对后续爆破地震波的传播阻隔作用显著，能够进一步降低群孔爆破振动强度，因此建议爆破采用背离进水塔的推进方向。
(4)起爆方式
宜采用孔底联合中部的双点起爆方式。高段位雷管的误差较大，为了避免出现孔口起爆对下部进水塔处新浇混凝土结构造成的不利影响，同时确保深孔爆破炮孔的起爆质量，建议高段位雷管起爆的炮孔采用双点起爆方式替代原有爆破设计中的三点起爆，起爆点设置在炮孔底部和中部。
在后续施工过程中采用了以上爆破振动控制措施，爆破振动监测数据表明，PPV较之前的监测数据有所降低，并有效控制在本工程新浇混凝土结构振动安全标准之内，说明以上措施对于爆破振动控制效果良好，对其他需要控制爆破振动对结构影响的工程具有一定借鉴意义。
5　结论
收起
针对DBDP水电站右岸引水洞爆破开挖对导流洞进水塔新浇混凝土结构的影响，开展了现场爆破试验并进行岩石动力参数反演，同时，根据新浇混凝土结构的爆破振动安全控制标准，结合数值模拟方法，提出了针对DBDP水电站的施工爆破振动安全控制措施。主要结论如下：
(1)控制爆破单段最大药量是控制爆破振动最简单、有效的措施。引水洞开挖过程中爆破单段最大药量的控制标准需根据进水塔处新浇混凝土龄期确定。
(2)采用合理的孔间延迟时间，在保证破岩效果和起爆网路传爆顺利的同时，使多段位间“错峰”叠加；适当减小首段装药量并采用背向测控点方向的起爆网路以降低群孔爆破振动强度。
(3)采用高段位导爆管雷管起爆的炮孔，建议采用孔底联合中部的双点起爆方式，减少孔口起爆以进一步降低爆破振动。
施工过程的爆破振动监测结果表明，采用了控制单段最大药量、合理的孔间延迟时间、背向进水塔推进方向和中底部双点起爆方式等工程措施后，未发生测控点处爆破振动强度超过新浇混凝土振动安全标准情况，取得了良好的爆破振动控制效果。
基金
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  • 国家自然科学基金(51979205)
文献
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2025年第42卷第1期
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doi: 10.3963/j.issn.1001-487X.2025.01.002
  • 接收时间：2024-04-10
  • 首发时间：2026-03-18
  • 出版时间：2025-06-20
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  • 收稿日期：2024-04-10
基金
Chinese National Natural Science Foundation(51979205)
国家自然科学基金(51979205)
作者信息
    1.中国水利水电第十一局工程局有限公司，郑州　450001
    2.武汉大学　水资源工程与调度全国重点实验室，武汉　430072

通讯作者:

黄月君（2000-），女，硕士研究生，主要从事爆破振动方面的研究工作，（E-mail）。
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