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Article(id=1241769330552148179, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241769329201578292, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2024.01.019, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1670428800000, receivedDateStr=2022-12-08, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773990479362, onlineDateStr=2026-03-20, pubDate=1709222400000, pubDateStr=2024-03-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773990479362, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773990479362, creator=13701087609, updateTime=1773990479362, updator=13701087609, issue=Issue{id=1241769329201578292, tenantId=1146029695717560320, journalId=1240670690148397066, year='2024', volume='41', issue='1', pageStart='1', pageEnd='220', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773990479040, creator=13701087609, updateTime=1773992264087, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241776816298459159, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241769329201578292, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241776816298459160, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241769329201578292, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=134, endPage=142, ext={EN=ArticleExt(id=1241769330887692503, articleId=1241769330552148179, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Structural Damage Tests and Numerical Simulation of Box Tunnel by Underwater Blast Impact, columnId=1241046467696193882, journalTitle=Blasting, columnName=SPECIAL BLASTING, runingTitle=null, highlight=null, articleAbstract=

In order to investigate the dynamic response, damage evolution and failure of concrete tunnel structure by underwater explosion load, laboratory tests and numerical calculations are adopted in this paper. Firstly, a 40∶1 specimen was designed according to the East Lake underwater tunnel. An explosion test of the underwater box concrete tunnel model was then carried out. The dynamic response rule of the concrete specimens under different emulsion explosive equivalent was compared by monitoring the strains. Meanwhile, the failure forms of the scaled model of the box tunnel caused by the underwater blasting load were investigated by measuring the size of the failure range and the length of crack propagation. Furthermore, a 1∶1 modeling simulation analysis of the test was carried out using the S-ALE algorithm in ANSYS/LSDYNA. It is found that the simulation results were basically consistent with the experimental results by comparing the experimental data and failure patterns. At the same time, the complete propagation process of the underwater explosion shock wave and the deformation law of the specimen structure were obtained by further analysis of the simulation results. Finally, the dynamic response mechanism of the box tunnel specimens under explosion load was revealed through statistical analysis of strain and displacement data at the measuring points. The results show that the transverse strain of the box concrete tunnel structure is much larger than the longitudinal strain. The failure location of the tunnel is mainly concentrated in the area near the explosion source and the structural angle position. It is verified that the S-ALE algorithm can simulate the dynamic response and damage evolution of the structure by underwater explosion accurately.

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WU Liang (1980-), male, Ph. D, associate professor, mainly engaged in research and teaching of engineering blasting and rock dynamics, (E-mail) .
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针对水下爆炸荷载作用下混凝土隧道结构的动态响应、损伤演化及其破坏问题，本文采取室内模型试验与数值计算相结合的方法，根据东湖水下隧道设计了比尺为40∶1的试件，开展了水下箱型混凝土隧道缩比模型的爆炸试验，通过监测应变信号，比较了不同乳化炸药当量下混凝土隧道试件的动态响应规律，通过测量破坏范围的大小、裂缝扩展的长度，调查了箱型隧道缩比模型试件在水下爆破荷载作用下的破坏形式；采用ANSYS/LSDYNA中S-ALE算法对试验进行了1∶1建模仿真分析，对照试验数据及破坏形态，发现模拟结果与试验结果基本一致，同时对仿真结果进一步分析得到了水下爆炸冲击波的传播完整过程和试件结构的变形规律，通过对测点应变、位移数据的统计分析，揭示了箱型隧道试件在爆炸荷载下的动态响应机理。结果表明：箱型混凝土隧道结构在横向上的应变远大于纵向上应变；隧道破坏位置主要集中在爆源附近区域以及结构转角位置，验证了S-ALE算法能够较为准确的模拟出水下爆炸下结构的动态响应及损伤演化。

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吴亮（1980-），男，博士、副教授，主要从事工程爆破与岩石动力学研究方面的工作，（E-mail）。
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吴拓（1998-），男，硕士，主要从事爆炸理论及其应用方面研究，（E-mail）。

WU Tuo (1998-), male, master′s degree, mainly engaged in research on explosion theory and its applications, (E-mail) .

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吴拓（1998-），男，硕士，主要从事爆炸理论及其应用方面研究，（E-mail）。

WU Tuo (1998-), male, master′s degree, mainly engaged in research on explosion theory and its applications, (E-mail) .

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吴拓（1998-），男，硕士，主要从事爆炸理论及其应用方面研究，（E-mail）。

WU Tuo (1998-), male, master′s degree, mainly engaged in research on explosion theory and its applications, (E-mail) .

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Livermore, CA, US: Livermore Software Technology Corporation, 2018., articleTitle=null, refAbstract=null), Reference(id=1241769357718655365, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241769330552148179, doi=null, pmid=null, pmcid=null, year=2022, volume=39, issue=1, pageStart=36, pageEnd=42, 50, url=null, language=null, rfNumber=[18], rfOrder=27, authorNames=王鑫, 张昌锁, journalName=爆破, refType=null, unstructuredReference=王鑫, 张昌锁. 基于ANSYS/LS-DYNA的工业炸药材料参数标定方法[J]. 爆破, 2022, 39(1): 36-42, 50., articleTitle=基于ANSYS/LS-DYNA的工业炸药材料参数标定方法, refAbstract=null), Reference(id=1241769357802541449, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241769330552148179, doi=null, pmid=null, pmcid=null, year=2022, volume=39, issue=1, pageStart=36, pageEnd=42, 50, url=null, language=null, rfNumber=[18], rfOrder=28, authorNames=WANG X, ZHANG C S, journalName=Blasting, refType=null, unstructuredReference=WANG X, ZHANG C S. 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Peak strain at measurement point

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测点药量/g2346
234234234234
x-应变/με-602-796-958-411-532-623-263-314-398-485-636-767
z-应变/με64.776.410314717620775.396.011956.073.288.3
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测点应变峰值

, figureFileSmall=null, figureFileBig=null, tableContent=
测点药量/g2346
234234234234
x-应变/με-602-796-958-411-532-623-263-314-398-485-636-767
z-应变/με64.776.410314717620775.396.011956.073.288.3
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Concrete material parameters

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*MAT_BRITTLE_DAMAGE
ρ/（kg·m-3） E/GPa PR TLMIT/MPa SLIMIT/MPa FTOUGH/（N·M-1）
2320300.1956140.13
SRETEN FRA_RF E_RF/GPa YS_RF/MPa FS_RF SIGY/MPa
0.030.022073550.128.96
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混凝土材料参数

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*MAT_BRITTLE_DAMAGE
ρ/（kg·m-3） E/GPa PR TLMIT/MPa SLIMIT/MPa FTOUGH/（N·M-1）
2320300.1956140.13
SRETEN FRA_RF E_RF/GPa YS_RF/MPa FS_RF SIGY/MPa
0.030.022073550.128.96
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Water material parameters

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Cw/（m·s-1） S1 S2 S3 γ0 E/（J·M-3） α
14801.98000.1103
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水材料参数

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Cw/（m·s-1） S1 S2 S3 γ0 E/（J·M-3） α
14801.98000.1103
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Air material parameters

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ρ/（kg·m-3） C4 C5 TLMIT/MPa SLIMIT/MPa
2320300.1956
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空气材料参数

, figureFileSmall=null, figureFileBig=null, tableContent=
ρ/（kg·m-3） C4 C5 TLMIT/MPa SLIMIT/MPa
2320300.1956
), ArticleFig(id=1241769352844873938, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241769330552148179, language=EN, label=Table 5, caption=

Emulsified explosives simulation material parameters

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*MAT_HIGH_EXPLOSIVE_BURN
ρO Vd Pcj/GPa β K G σy A/GPa B/GPa R1 R2 ω E0/GPa V0
10003670400001107.2876.110371.90.261.0
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乳化炸药仿真材料参数

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*MAT_HIGH_EXPLOSIVE_BURN
ρO Vd Pcj/GPa β K G σy A/GPa B/GPa R1 R2 ω E0/GPa V0
10003670400001107.2876.110371.90.261.0
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水下爆炸冲击下箱型隧道结构破坏试验及数值模拟
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吴拓 1, 2 , 吴亮 1, 2 , 张澳 1, 2 , 周俊汝 1, 2
爆破 | 特种爆破 2024,41(1): 134-142
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爆破 | 特种爆破 2024, 41(1): 134-142
水下爆炸冲击下箱型隧道结构破坏试验及数值模拟
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吴拓1, 2 , 吴亮1, 2 , 张澳1, 2, 周俊汝1, 2
作者信息
  • 1.武汉科技大学　理学院，武汉　430065
  • 2.湖北省智能爆破技术研究中心，武汉　430065

    • 吴拓（1998-），男，硕士，主要从事爆炸理论及其应用方面研究，（E-mail）。

    WU Tuo (1998-), male, master′s degree, mainly engaged in research on explosion theory and its applications, (E-mail) .

通讯作者:

吴亮（1980-），男，博士、副教授，主要从事工程爆破与岩石动力学研究方面的工作，（E-mail）。
Structural Damage Tests and Numerical Simulation of Box Tunnel by Underwater Blast Impact
Tuo WU1, 2 , Liang WU1, 2 , Ao ZHANG1, 2, Jun-ru ZHOU1, 2
Affiliations
  • 1.School of Science, Wuhan University of Science and Technology, Wuhan 430065, China
  • 2.Hubei Intelligent Blasting Technology Research Center, Wuhan 430065, China
出版时间: 2024-03-01 doi: 10.3963/j.issn.1001-487X.2024.01.019
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摘要
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针对水下爆炸荷载作用下混凝土隧道结构的动态响应、损伤演化及其破坏问题，本文采取室内模型试验与数值计算相结合的方法，根据东湖水下隧道设计了比尺为40∶1的试件，开展了水下箱型混凝土隧道缩比模型的爆炸试验，通过监测应变信号，比较了不同乳化炸药当量下混凝土隧道试件的动态响应规律，通过测量破坏范围的大小、裂缝扩展的长度，调查了箱型隧道缩比模型试件在水下爆破荷载作用下的破坏形式；采用ANSYS/LSDYNA中S-ALE算法对试验进行了1∶1建模仿真分析，对照试验数据及破坏形态，发现模拟结果与试验结果基本一致，同时对仿真结果进一步分析得到了水下爆炸冲击波的传播完整过程和试件结构的变形规律，通过对测点应变、位移数据的统计分析，揭示了箱型隧道试件在爆炸荷载下的动态响应机理。结果表明：箱型混凝土隧道结构在横向上的应变远大于纵向上应变；隧道破坏位置主要集中在爆源附近区域以及结构转角位置，验证了S-ALE算法能够较为准确的模拟出水下爆炸下结构的动态响应及损伤演化。

水下爆炸冲击  /  模型实验  /  S-ALE  /  动态响应  /  损伤破坏

In order to investigate the dynamic response, damage evolution and failure of concrete tunnel structure by underwater explosion load, laboratory tests and numerical calculations are adopted in this paper. Firstly, a 40∶1 specimen was designed according to the East Lake underwater tunnel. An explosion test of the underwater box concrete tunnel model was then carried out. The dynamic response rule of the concrete specimens under different emulsion explosive equivalent was compared by monitoring the strains. Meanwhile, the failure forms of the scaled model of the box tunnel caused by the underwater blasting load were investigated by measuring the size of the failure range and the length of crack propagation. Furthermore, a 1∶1 modeling simulation analysis of the test was carried out using the S-ALE algorithm in ANSYS/LSDYNA. It is found that the simulation results were basically consistent with the experimental results by comparing the experimental data and failure patterns. At the same time, the complete propagation process of the underwater explosion shock wave and the deformation law of the specimen structure were obtained by further analysis of the simulation results. Finally, the dynamic response mechanism of the box tunnel specimens under explosion load was revealed through statistical analysis of strain and displacement data at the measuring points. The results show that the transverse strain of the box concrete tunnel structure is much larger than the longitudinal strain. The failure location of the tunnel is mainly concentrated in the area near the explosion source and the structural angle position. It is verified that the S-ALE algorithm can simulate the dynamic response and damage evolution of the structure by underwater explosion accurately.

underwater blast impact  /  model experiments  /  S-ALE  /  dynamic response  /  damage
吴拓, 吴亮, 张澳, 周俊汝. 水下爆炸冲击下箱型隧道结构破坏试验及数值模拟. 爆破, 2024 , 41 (1) : 134 -142 . DOI: 10.3963/j.issn.1001-487X.2024.01.019
Tuo WU, Liang WU, Ao ZHANG, Jun-ru ZHOU. Structural Damage Tests and Numerical Simulation of Box Tunnel by Underwater Blast Impact[J]. Blasting, 2024 , 41 (1) : 134 -142 . DOI: 10.3963/j.issn.1001-487X.2024.01.019
正文
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水下隧道整体通常处于土壤或水下，两端连接着露天公路，在一个封闭的环境内，而它往往是交通咽喉，一旦发生事故，整个交通都将受到巨大影响且短时间内难以恢复。近年来爆炸事故偶发、恐怖袭击不断、局部战争频发，水下爆炸、汽车炸弹也屡见不鲜；2010年9月21日，一艘货船在香港因台风起火爆炸，12名消防员和6名船员受伤；2018年8月25日，一艘化工船在长江上爆炸，造成1人死亡，1人受伤；2022年9月26日，俄罗斯“北溪”天然气管道发生爆炸。可见，水下爆炸冲击将会对水下隧道结构的安全造成严重影响，因此，研究水下隧道在爆炸冲击作用下的动态响应规律及破坏机理具有重大意义。
近些年来，国内外对于水下爆炸现象及水面爆炸试验的研究取得了许多成果。张之凡等人基于耦合欧拉-拉格朗日方法[1]，揭示了近自由面水下爆炸气泡与破损结构耦合作用机理。李海龙利用仿真手段建立聚能装药水下模型[2]，给出了聚脲涂层的最优涂敷位置。赵玉红基于耦合的拉格朗日欧拉算法[3]，使用AUTODYN分析了水下爆炸冲击下的重力式沉箱码头的动力响应及损伤破坏。使用AUTODYN仿真分析了水下接触爆炸下钢筋混凝土板的损伤过程[4]。FU使用CFD-DEM方法模拟水下隧道工作面的破坏过程[5]，研究了水下隧道的渗流问题。开展了方板底部近距离的水下爆炸试验[6,7]，并通过Abaqus进行了仿真分析了方板的动态响应机理及气泡射流的特征。提出了一种考虑初始弯矩的箱型梁水下爆炸试验方法[8]。刘云龙等人开发流固耦合FSLAB软件[9]，对近场和中、远场水下爆炸进行数值模拟，得到了近自由面和近壁面水下爆炸冲击波的传播特性。
对于水底结构受水下爆炸荷载冲击作用的研究主要集中在数值仿真上，Liao通过仿真分析研究了水下爆炸对管道的动态响应[10]。De等人通过结合物理模型测试和数值模型分析[11]，研究了水下爆炸对埋在地下的隧道的影响。杨广栋等人采用数值模型评估了水下爆炸后海底隧道的损伤特征及破坏模式[12]。
目前，由于试验条件及成本原因，研究者对水下箱型隧道结构的动态响应及变形、破坏规律等试验研究还较少，无法对数值分析的结果进行验证，而数值分析又是对此等工况行之有效且成本低廉的分析手段，故本文将通过设计模型试验，监测试件动态响应，观察其破坏形式；同时利用ANSYS/LS-DYNA中S-ALE算法进行仿真模拟，最后对比试验与仿真结果来验证该算法的可靠性，为后续研究工作奠定基础。
1　水下箱型隧道爆炸冲击试验
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1.1　试验准备
1.1.1　试件浇筑及前期处理
对照东湖隧道试件截面选取比尺40∶1设计试件，纵向长度为1.5 m，采用定制直径2 mm钢筋网单层分布在试件中，钢筋配筋率为0.02。试件使用强度为C40的混凝土浇筑而成，试验测得试件密度为2320 kg/m3，抗压强度为40.33 MPa满足试验要求。试件浇筑完成后浇水养护28 d使其达到设计强度，浇筑完成的试件以及尺寸如图1所示。
根据试件表面平整度设计测点横纵均相距0.2 m正方形网格，使用墨斗弹线定位设计测点，在试验的水坑底部填土并夯实平整，将试件放入坑中后，再开展贴片、接线、防水工作，完成准备工作后的试件及测点分布如图2所示。
1.1.2　防水措施
水下爆破试验中，防水措施极为重要。一方面要保证隧道内充满空气，防止水渗透入隧道中。为了达到这一目的，试验前将制备好的试件放入预备的坑中，使用沙袋和细沙将隧道两头封堵。
另一方面要保证应变片能正常工作，且测得数据要准确。在试件测点位置涂上了薄层环氧树脂，待其晾干后打磨贴片，再在应变片上涂上环氧树脂，以此保证测点应变片的防水性；另外在屏蔽线接头处打上热熔胶做进行防水处理。见图3。
1.1.3　数据采集系统
试验将采集爆炸时试件相应测点的应变。整个采集系统由应变片、屏蔽线、适调器、信号采集仪器以及笔记本采集系统组成如图4所示。其中应变片的型号是B-FH-120-20AA，信号采集仪器为UTEKL-动态应变仪。
需要注意的是，水下爆破试验条件复杂，仪器采集到的电信号易受到干扰，为减少试验过程中不确定性因素对信号采集的影响，使用了纯铜RVVP双芯屏蔽线如图所示。屏蔽线铜芯被绝缘层、铝箔、铜网以及最外层的全性能包检测护套包裹，最大程度保证采集电信号的抗干扰性。
1.1.4　试验方案
防水措施处置以及数据采集系统调试完毕后，加水到距离隧道上表面水深0.5 m。将炸药绑在铁丝上置于设定的起爆点，其中炸药为2号岩石乳化炸药，采用导爆管雷管引爆。每次试验后，抽水检查试件的损伤情况，再进行下一次试验。水下爆炸试验共4次，爆点位于#1测点上方0.3 m处，前三次药量设置为2、3、4 g测试件在爆炸荷载下的响应，第4次使用18 g药量，将试件炸塌，观察隧道的破坏形式。
1.2　试验结果及分析
1.2.1　应变结果分析
试验结束后，将动态应变仪采集的有效数据进行滤波处理，去除杂散信号，提取爆炸荷载下应变片的真实信号。通过MATLAB和origin软件截取包含最大应变的0.004 s内有效的数据点绘制出测点应变的时程曲线，其中#3测点应变时程曲线如图5所示，各测点的应变峰值如表1所示（“-”表示为压应变）。
由试验结果可知：在x方向上，相同药量下，随着爆距的增大，测点#2、#3、#4的应变逐渐变小。各药量下x应变变化趋势如图6所示，且每个测点x方向的应变要远大于z方向应变，这是由于试件在x方向跨度小，使得试件在x方向上受到了较大挤压导致的。
在z方向上，试件并没有封闭，冲击波传到后先发生压应变，之后随着结构的变形出现拉应变。测点#2、#3、#4的应变峰值随着爆距的增大呈现先减小后增大的规律，如图7所示，主要原因是结构在z方向发生翘曲，这在本文后续数值计算中得到了进一步的验证。另外，随着药量的增大，各测点在x、z方向的应变峰值整体上呈现增大规律。
1.2.2　破坏机理分析
在前三次试验中，试件整体上并没有发生宏观破坏，忽略前三次累计损伤，加大药量进行第四次爆炸试验，爆炸后试件的破坏形式如图8。
当炸药在水中起爆后，炸药的能量瞬间释放，并产生高温高压气体，爆轰气体压缩周围水介质，在水中产生冲击波[13]。冲击波传播至试件表面后，迎爆面中心位置产生变形向下弯曲，图9是在炸药处的x、y截面变形示意图。z方向距爆心水平距离越0.4 m处出现x方向破坏区，这是由于结构发生翘曲该处单元受拉破坏导致的；另外，冲击压缩波传播到背爆面反射为拉伸波，当背爆面单元受拉超过混凝土抗拉强度而破坏，产生层裂剥离现象；另外，转角处单元由于应力集中而破坏。三个破坏区产生的裂缝在水压和重力作用下扩展，并最终形成最后的破坏效果。
2　基于ANSYS/LS-DYNA的数值仿真
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数值计算采用软件ANSYS/LS-DYNA自带的结构化任意拉格朗日-欧拉（S-ALE）算法来模拟水下箱型隧道的爆破试验。
2.1　结构化任意拉格朗日-欧拉（S-ALE）算法
结构化任意拉格朗日-欧拉（S-ALE）算法相比传统ALE算法，S-ALE算法不需要在前处理中创建ALE物质网格，而是在后处理中通过关键字*ALE_STRUCTURED_MESH生成，材料及状态方程通过*ALE_STRUCTURE D_MESH_VOLUME_FILLING关键字填充到流体网格，这样减少了求解器求解内存读取，计算时间相比原有ALE求解器减少20%~40%，能大大提升了计算效率[14]。
2.2　网格相关性分析
在S-ALE算法中，网格的尺寸与水下爆破模拟的结果密切相关，一般来说模拟精度随着网格尺寸的变小而变高，但同时过多的网格数量会占用更多的计算资源，仿真的效率将大大降低。
为平衡仿真精度与计算效率，建立无限水域爆炸模型，材料选取文献[15]相同材料采取0.01 m的ALE网格尺寸，模拟水下爆炸冲击波的传播过程，根据试验测点位置选取距离爆源0.3 m测点得到仿真值为19.8 MPa，这与Cole公式计算得到的理论值20.6 MPa对比，误差为-4.04%，说明在水下箱型隧道爆炸试验仿真中所选用网格尺寸的可用性。
式中：K=52.4；α=1.13。
2.3　水下箱型隧道爆炸有限元模型
2.3.1　几何模型
建立了长：1.5 m（z方向）宽：1 m（x方向）高：0.8 m（x方向）的三维模型，其中炸药截面处各物质分布如图10所示。水、空气、土壤和炸药设为流体，使用ALE网格描述；混凝土设为固体，采用拉格朗日网格描述；计算采用关键字*ALE_STRUCTURED_FSI定义流固耦合，并利用关键字*ALE_S TRUCTURED_MULTI-MATERIAL_GROUP来定义流体多物质组，使其能在ALE网格中流动。模型底部设置固定端约束，四个侧面设置无反射边界。
2.3.2　材料本构模型
1）混凝土
混凝土选取LS-DYNA提供的96号*MAT_BRITTLE_DAMAGE弹性损伤模型，周清等对比多种混凝土材料模型复现某RC板实验[16]，发现96号材料破坏效果与实验最为吻合，且该模型不需要独立建立钢筋模型，通过设置关键字定义钢筋，当钢筋被定义后会按比例分散在混凝土单元，这与本文整体式建模思路相吻合，故选取96号材料来描述试件。根据试验设计，仿真中设置的钢筋参数取值如表2。通过添加关键字*MAT_ADD_EROSION可以设置混凝土单元在爆炸冲击荷载下的失效准则，当混凝土单元达到失效阈值时将被删除而不再参与后续计算过程，其参数取值如表2所示。
2）水和空气
水和空气均采用9号材料*MAT_NULL，其参数如表3所示；水域采用GRUNEISEN状态方程[17]。
空气域采用LINEAR_POLYNOMIAL状态方程来表示[17]，其具体参数如表4所示
3）炸药
炸药选用8号炸药模型*MAT_HIGH_EXPLOSIVE_BURN，其状态方程采用JWL方程描述[14]，本文采用参考文献[18]参数，最终取值
式中：V为相对比容；P为爆炸的爆轰压力；E为单位体积炸药的初始内能；A、B、R1、R2、ω为炸药材料的性能参数。见表5。
2.4　水下箱型隧道爆炸仿真分析结果
2.4.1　压力分析
本节选取药量为2 g工况，其中水深0.5 m，且炸药距离隧道垂直距离0.3 m。炸药爆炸后，水中不同时刻的压力云图见图11所示。
在t=0时刻，炸药爆炸瞬间产生高温高压的爆轰产物，随后在水介质中产生冲击波。在t=36 μs时，水中冲击波由原来炸药的形状变为球形冲击波，冲击波峰值约为83 MPa；在t=216 μs时，冲击波传播到试件表面，随后冲击波在混凝土结构中发生透射与反射；在t=360 μs时的压力云图中可以看到明显的反射波，另外，混凝土结构中的应力最大值出现在结构转角处。在数值模型中，选取与试验一致的典型测点附近的混凝土单元并导出压力时程曲线，见图12所示。结果表明：水中冲击波峰值随着传播距离呈衰减规律。
2.4.2　应变及位移分析
在数值模型中选取与试验对应的测点，输出混凝土单元的应变与位移时程曲线数据，并导入origin绘制应力应变时程曲线。测点#3在x方向上的应变时程曲线计算结果与试验结果对比如图13所示，两者的变化趋势基本一致，试验中应变峰值为428 με，计算中应变峰值为411 με，误差为-4.14%，说明S-ALE算法的可靠性。
图14为测点#1、#2、#3、#4在x方向上的应变时程曲线。由图可知，随着爆距的增加，测点应变开始响应的时间越晚，回弹时间越早，且压应变峰值逐渐衰减，原因是冲击波传播到各测点的时间与强度不同导致的；另外，测点#1、#2、#3回弹后逐渐向0收敛，而测点#4回弹到0后继续上升产生了拉应变，这是由于试件在爆炸荷载下产生翘曲所导致的。
图15显示了测点#1、#5、#6、#7、#8的x方向应变，其中测点#1、#7位于迎爆面箱型隧道顶板的中点，在爆炸冲击波作用下产生压应变；测点#5、#6、#8位于支撑处，该处结构受弯产生了拉应变，测点#8距离爆源最远所以应变最小，测点#5与#6虽然爆距相同，但测点#6两边受弯产生了更大的应变。
为了进一步分析试件的变形情况，提取了测点# 1、#2、#3、#4在y方向的位移时程曲线进行分析，如图16所示。测点位移的变化规律与测点x方向应变相似。测点#4在冲击波作用完成后位移逐渐上升变为正值，这进一步说明试件发生了翘曲，致使在z方向距离爆源较远的混凝土单元会受拉而产生破坏。
2.4.3　试件的破坏分析
为分析试件在爆炸荷载下的破坏机理，在工况4的计算模型中（炸药距离混凝土顶部为0.3 m，药量为18 g的模型）添加关键字*MAT_ADD_EROSION进行损伤破坏控制，设置的最大拉应力为4 MPa。当单元峰值拉应力超过4 MPa时，程序就会删除该单元，计算得到的损伤图如图17所示。当爆炸产生的冲击波传到试件表面后，试件以炸药正下方点为中心开始发生向-y方向变形，试件背爆面、转角位置及纵向据爆心水平距离0.4 m处单元均发生了破坏，数值计算得到的破坏结果与试验结果基本吻合。
3　结论
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通过箱型混凝土隧道水下爆炸模型试验及数值仿真，对爆炸荷载作用下水下混凝土隧道结构的损伤演化及其破坏问题进行了研究，得到以下主要结论：
（1）爆炸荷载的作用下，箱型隧道混凝土结构的横向应变普遍要大于纵向应变。
（2）爆炸荷载作用下水下混凝土隧道结构的损伤主要发生在爆源附近区域以及试件转角处，随后水压作用促使损伤演化成裂缝并进一步扩展贯通，从而导致结构发生整体破坏。
（3）在水下爆炸荷载作用下结构的响应及损伤分析中，S-ALE算法具有可靠性好、计算效率高的特点。
根据试验及数值计算的分析结果，水下隧道的设计应注意对结构转角应力集中的处理，另外要特别加强上部结构的抗拉强度，以减少水中爆炸作用对隧道的不利影响。
基金
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  • 国家自然科学基金项目(51979205; 51909196)
文献
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doi: 10.3963/j.issn.1001-487X.2024.01.019
  • 接收时间：2022-12-08
  • 首发时间：2026-03-20
  • 出版时间：2024-03-01
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  • 收稿日期：2022-12-08
基金
National Natural Science Foundation of China(51979205; 51909196)
国家自然科学基金项目(51979205; 51909196)
作者信息
    1.武汉科技大学　理学院，武汉　430065
    2.湖北省智能爆破技术研究中心，武汉　430065

通讯作者:

吴亮（1980-），男，博士、副教授，主要从事工程爆破与岩石动力学研究方面的工作，（E-mail）。
参考文献
分享链接
https://castjournals.cast.org.cn/joweb/bp/CN/10.3963/j.issn.1001-487X.2024.01.019
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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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