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Article(id=1241777703850938394, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241777699996368955, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2024.02.002, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1704124800000, receivedDateStr=2024-01-02, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773992475712, onlineDateStr=2026-03-20, pubDate=1717171200000, pubDateStr=2024-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773992475712, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773992475712, creator=13701087609, updateTime=1773992475712, updator=13701087609, issue=Issue{id=1241777699996368955, tenantId=1146029695717560320, journalId=1240670690148397066, year='2024', volume='41', issue='2', pageStart='1', pageEnd='252', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773992474792, creator=13701087609, updateTime=1773992784144, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241778997575619516, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241777699996368955, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241778997575619517, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241777699996368955, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=8, endPage=14, ext={EN=ArticleExt(id=1241777704916291623, articleId=1241777703850938394, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Numerical Simulation Study on Damage Law of Surrounding Rock in Blasting Excavation of Ultra-deep Shaft, columnId=1240702071733801442, journalTitle=Blasting, columnName=THEORETICAL AND TECHNOLOGICAL EXPLORATION, runingTitle=null, highlight=null, articleAbstract=

This study aims to analyze the damage evolution law of the surrounding rock mass in an ultra-deep shaft under blasting load. To achieve this, a numerical simulation method is adopted based on the blasting construction practice of Xiling Auxiliary Shaft in Sanshandao Gold Mine. The simulation utilizes a restart technology based on ANSYS/LS-DYNA and adopts the equivalent explosion load method according to the blasting design scheme. The surrounding rock mass damage of the ultra-deep shaft is calculated under four different ground stresses (15 MPa, 30 MPa, 45 MPa, and 60 MPa) and four different side pressure coefficients (1.0, 1.25, 1.5, and 2.0). Furthermore, this study analyzes the damage effect on the shaft's surrounding rock mass and investigates how ground stress and side pressure coefficient influence the extent of damage to the surrounding rock. The numerical results demonstrate that as ground stress increases from 15 MPa to 60 MPa, there is a significant inhibition in the damage area with a decrease in radius from 5.75 m to 3.4 m. Additionally, it is observed that with an increase in lateral pressure coefficient, there is anisotropy in terms of blasting damage area distribution where greater ground stress leads to concentrated damage areas.

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CHU Huai-bao (1978-), male, Ph. D, professor, master supervisor, mainly engaged in research on explosion theory and application, (E-mail) .
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为了分析爆破荷载作用下超深竖井围岩损伤演化规律，基于三山岛金矿西岭副井爆破施工实践，采用数值模拟的方法，基于ANSYS/LS-DYNA重启动技术，根据爆破设计方案，利用等效爆炸荷载方法，分别对四种地应力（15 MPa、30 MPa、45 MPa和60 MPa）和四种侧压系数（1.0、1.25、1.5和2.0）条件下超深竖井爆破掘进围岩损伤进行数值计算；分析竖井围岩损伤效应，研究地应力与侧压系数对竖井围岩损伤范围的影响。数值计算结果表明：随着地应力的增大，损伤区域受到明显抑制作用，地应力从15 MPa增加到60 MPa，损伤区域的半径从5.75 m减小到3.4 m；随着侧压系数的增大，爆破损伤区域体现出各向异性，损伤区域向较大地应力方向集中。研究成果为控制竖井围岩爆破损伤提供理论基础。

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褚怀保（1978-），男，博士、教授、硕士生导师，从事爆炸理论及应用方面研究，（E-mail）。
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杨小林（1963-），男，博士、教授、博士生导师，从事隧道与地下工程方面研究，（E-mail）。

YANG Xiao-lin (1963-), male, Ph. D, professor, doctoral supervisor, mainly engaged in research on tunnel and underground engineering, (E-mail) .

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杨小林（1963-），男，博士、教授、博士生导师，从事隧道与地下工程方面研究，（E-mail）。

YANG Xiao-lin (1963-), male, Ph. D, professor, doctoral supervisor, mainly engaged in research on tunnel and underground engineering, (E-mail) .

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杨小林（1963-），男，博士、教授、博士生导师，从事隧道与地下工程方面研究，（E-mail）。

YANG Xiao-lin (1963-), male, Ph. D, professor, doctoral supervisor, mainly engaged in research on tunnel and underground engineering, (E-mail) .

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(in Chinese), articleTitle=An equivalent approach for acting blasting load in dynamic finite element simulation of blasting vibration, refAbstract=null), Reference(id=1241777726760226979, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, doi=null, pmid=null, pmcid=null, year=2023, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[21], rfOrder=33, authorNames=刘焕新, journalName=null, refType=null, unstructuredReference=刘焕新. 深部高应力下蚀变岩力学特性与采动破裂机理及灾害调控[D]. 北京: 北京科技大学, 2023., articleTitle=深部高应力下蚀变岩力学特性与采动破裂机理及灾害调控, refAbstract=null), Reference(id=1241777726877667500, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, doi=null, pmid=null, pmcid=null, year=2023, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[21], rfOrder=34, authorNames=LIU Huan-xin, journalName=null, refType=null, unstructuredReference=LIU Huan-xin. Mechanical properties and mining induced failure mechanism of alterated rock and disaster control under deep high stress condition[D]. Beijing: University of Science and Technology Beijing, 2023. (in Chinese), articleTitle=Mechanical properties and mining induced failure mechanism of alterated rock and disaster control under deep high stress condition, refAbstract=null)], funds=[Fund(id=1241777719986426787, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, awardId=null, language=EN, fundingSource=National Natural Science Foundation of China, fundOrder=null, country=null), Fund(id=1241777720070312872, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, awardId=null, language=CN, fundingSource=国家自然科学基金, fundOrder=null, country=null), Fund(id=1241777720217113525, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, awardId=52130403, language=EN, fundingSource=Basic Research on Continuous Intelligent and Safe Mining of Deep Metal Mines(52130403), fundOrder=null, country=null), Fund(id=1241777720317776827, tenantId=1146029695717560320, 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figs=[ArticleFig(id=1241777716001837722, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Fig. 1, caption=Schematic diagram of full section blasting excavation of shaf, figureFileSmall=UiZYLsBCp/9+OTgPHFSdzg==, figureFileBig=pEmPBauoDdEKoBHrjyrrVA==, tableContent=null), ArticleFig(id=1241777716068946597, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=图1, caption=竖井全断面爆破掘进示意图, figureFileSmall=UiZYLsBCp/9+OTgPHFSdzg==, figureFileBig=pEmPBauoDdEKoBHrjyrrVA==, tableContent=null), ArticleFig(id=1241777717742473916, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Fig. 2, caption=Calculation model, figureFileSmall=Z1+8IQ0CqxkoT66o/fmsjw==, figureFileBig=AdapKBhtRuIYNoqBaD0NvQ==, tableContent=null), ArticleFig(id=1241777717847331528, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=图2, caption=计算模型, figureFileSmall=Z1+8IQ0CqxkoT66o/fmsjw==, figureFileBig=AdapKBhtRuIYNoqBaD0NvQ==, tableContent=null), ArticleFig(id=1241777717927023314, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Fig. 3, caption=Damage evolution of surrounding rock under different ground stress conditions, figureFileSmall=n31/xax3Oo/2Z7p8AB/asQ==, figureFileBig=AMEdteXb7DjRw2qoiI4O9Q==, tableContent=null), ArticleFig(id=1241777718044463838, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=图3, caption=不同地应力条件下围岩损伤演化过程, figureFileSmall=n31/xax3Oo/2Z7p8AB/asQ==, figureFileBig=AMEdteXb7DjRw2qoiI4O9Q==, tableContent=null), ArticleFig(id=1241777718161904365, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Fig. 4, caption=Damage evolution of surrounding rock under different lateral pressure coefficients, figureFileSmall=WWaKHzf5HjoOTBIQDXlhXQ==, figureFileBig=29kyLnWJaVT/BwAqyZs4iw==, tableContent=null), ArticleFig(id=1241777718262567672, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=图4, caption=不同侧压系数条件下围岩损伤演化过程, figureFileSmall=WWaKHzf5HjoOTBIQDXlhXQ==, figureFileBig=29kyLnWJaVT/BwAqyZs4iw==, tableContent=null), ArticleFig(id=1241777718367425288, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Fig. 5, caption=Damage of Y-Z plane in ground stress field with different lateral pressure coefficients, figureFileSmall=VVivgGvwiTRk0W4bbg4ebQ==, figureFileBig=hN0U45tr6W7nkyMq5OLgTw==, tableContent=null), ArticleFig(id=1241777718438728464, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=图5, caption=不同侧压系数地应力场Y-Z平面损伤情况, figureFileSmall=VVivgGvwiTRk0W4bbg4ebQ==, figureFileBig=hN0U45tr6W7nkyMq5OLgTw==, tableContent=null), ArticleFig(id=1241777718593917725, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Table 1, caption=

Blasting design parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序延迟时间/ms炮孔名称圈径/mm炮孔间距/mm
Ⅰ0掏槽孔2000684
Ⅱ10辅助孔3600931
Ⅲ20辅助孔52001014
Ⅳ30辅助孔68001063
Ⅴ40辅助孔84001018
Ⅵ50辅助孔10 0001024
Ⅶ60周边孔11 200586
), ArticleFig(id=1241777718694581034, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表1, caption=

爆破设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序延迟时间/ms炮孔名称圈径/mm炮孔间距/mm
Ⅰ0掏槽孔2000684
Ⅱ10辅助孔3600931
Ⅲ20辅助孔52001014
Ⅳ30辅助孔68001063
Ⅴ40辅助孔84001018
Ⅵ50辅助孔10 0001024
Ⅶ60周边孔11 200586
), ArticleFig(id=1241777718791050036, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Table 2, caption=

Physical and mechanical parameters of rock

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/（kg·m-3）弹性模量/GPa泊松比摩擦角/°粘聚力/MPa
2610450.2446.96.55
), ArticleFig(id=1241777718916879173, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表2, caption=

岩石物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/（kg·m-3）弹性模量/GPa泊松比摩擦角/°粘聚力/MPa
2610450.2446.96.55
), ArticleFig(id=1241777719013348172, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Table 3, caption=

RHT model parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
RO/（kg·m-3）2610 T1/GPa54.04
ALPHA1.0 T20
PEL/MPa363 SHEAR/GPa18.67
PCO/GPa0.06 FC/MPa109
A1/GPa25.70 FT*0.1
A2/GPa90.79 FS*0.18
A3/GPa55.48 A1.6
B01.68 N0.61
B11.68 Q00.68
B0.0105 GC*0.53
NP4.0 GT*0.7
EOC3.0×10-11 EPSF2.0
EOT3.0×10-12 XI0.5
EC3.0×1019D10.04
ET3.0×1019D21.0
BETAC0.0026 EPM0.012
BETAT0.0155 AF1.60
PTF0.001 NF0.61
), ArticleFig(id=1241777719181120344, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表3, caption=

RHT模型参数

, figureFileSmall=null, figureFileBig=null, tableContent=
RO/（kg·m-3）2610 T1/GPa54.04
ALPHA1.0 T20
PEL/MPa363 SHEAR/GPa18.67
PCO/GPa0.06 FC/MPa109
A1/GPa25.70 FT*0.1
A2/GPa90.79 FS*0.18
A3/GPa55.48 A1.6
B01.68 N0.61
B11.68 Q00.68
B0.0105 GC*0.53
NP4.0 GT*0.7
EOC3.0×10-11 EPSF2.0
EOT3.0×10-12 XI0.5
EC3.0×1019D10.04
ET3.0×1019D21.0
BETAC0.0026 EPM0.012
BETAT0.0155 AF1.60
PTF0.001 NF0.61
), ArticleFig(id=1241777719344698213, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Table 4, caption=

The equivalent elastic boundary corresponding to each shot hole

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序延迟时间/ms炮孔名称等效弹性边界半径/m
Ⅰ0掏槽孔1.27
Ⅱ10辅助孔1.80
Ⅲ20辅助孔2.60
Ⅳ30辅助孔3.40
Ⅴ40辅助孔4.20
Ⅵ50辅助孔5.00
Ⅶ60周边孔5.75
), ArticleFig(id=1241777719457944432, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表4, caption=

各段炮孔对应的等效弹性边界

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序延迟时间/ms炮孔名称等效弹性边界半径/m
Ⅰ0掏槽孔1.27
Ⅱ10辅助孔1.80
Ⅲ20辅助孔2.60
Ⅳ30辅助孔3.40
Ⅴ40辅助孔4.20
Ⅵ50辅助孔5.00
Ⅶ60周边孔5.75
), ArticleFig(id=1241777719533441912, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=EN, label=Table 5, caption=

Equivalent load peak value and action time

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序炮孔名称荷载/MPa升压时间/ms正压时间/ms
Ⅰ掏槽孔192.481.0006.583
Ⅱ辅助孔107.940.8756.468
Ⅲ辅助孔99.100.8756.472
Ⅳ辅助孔94.530.8756.474
Ⅴ辅助孔62.160.7506.349
Ⅵ辅助孔35.760.6256.223
Ⅶ周边孔50.840.6256.206
), ArticleFig(id=1241777719634105215, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表5, caption=

等效荷载峰值及作用时间

, figureFileSmall=null, figureFileBig=null, tableContent=
起爆顺序炮孔名称荷载/MPa升压时间/ms正压时间/ms
Ⅰ掏槽孔192.481.0006.583
Ⅱ辅助孔107.940.8756.468
Ⅲ辅助孔99.100.8756.472
Ⅳ辅助孔94.530.8756.474
Ⅴ辅助孔62.160.7506.349
Ⅵ辅助孔35.760.6256.223
Ⅶ周边孔50.840.6256.206
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Ground stress application scheme

, figureFileSmall=null, figureFileBig=null, tableContent=
地应力情况编号 X/MPa Y/MPa Z/MPa侧压系数K
无初始地应力 a000-
均匀地应力 b1515151
c3030301
d4545451
e6060601
不同侧压系数 f37.530301.25
g4530301.50
h6030302.00
), ArticleFig(id=1241777719831237521, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777703850938394, language=CN, label=表6, caption=

地应力施加方案

, figureFileSmall=null, figureFileBig=null, tableContent=
地应力情况编号 X/MPa Y/MPa Z/MPa侧压系数K
无初始地应力 a000-
均匀地应力 b1515151
c3030301
d4545451
e6060601
不同侧压系数 f37.530301.25
g4530301.50
h6030302.00
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超深竖井爆破掘进围岩损伤规律数值模拟研究
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杨小林 , 张光然 , 褚怀保 , 孙博 , 徐杰 , 王东辉 , 陈璐阳 , 郭鹏 , 王少华
爆破 | 理论与技术探索 2024,41(2): 8-14
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爆破 | 理论与技术探索 2024, 41(2): 8-14
超深竖井爆破掘进围岩损伤规律数值模拟研究
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杨小林 , 张光然, 褚怀保 , 孙博, 徐杰, 王东辉, 陈璐阳, 郭鹏, 王少华
作者信息
  • 河南理工大学　土木工程学院，焦作　451003

    • 杨小林（1963-），男，博士、教授、博士生导师，从事隧道与地下工程方面研究，（E-mail）。

    YANG Xiao-lin (1963-), male, Ph. D, professor, doctoral supervisor, mainly engaged in research on tunnel and underground engineering, (E-mail) .

通讯作者:

褚怀保（1978-），男，博士、教授、硕士生导师，从事爆炸理论及应用方面研究，（E-mail）。
Numerical Simulation Study on Damage Law of Surrounding Rock in Blasting Excavation of Ultra-deep Shaft
Xiao-lin YANG , Guang-ran ZHANG, Huai-bao CHU , Bo SUN, Jie XU, Dong-hui WANG, Lu-yang CHEN, Peng GUO, Shao-hua WANG
Affiliations
  • School of Civil Engineering, Henan Polytechnic University, Jiaozuo 451003, China
出版时间: 2024-06-01 doi: 10.3963/j.issn.1001-487X.2024.02.002
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摘要
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为了分析爆破荷载作用下超深竖井围岩损伤演化规律，基于三山岛金矿西岭副井爆破施工实践，采用数值模拟的方法，基于ANSYS/LS-DYNA重启动技术，根据爆破设计方案，利用等效爆炸荷载方法，分别对四种地应力（15 MPa、30 MPa、45 MPa和60 MPa）和四种侧压系数（1.0、1.25、1.5和2.0）条件下超深竖井爆破掘进围岩损伤进行数值计算；分析竖井围岩损伤效应，研究地应力与侧压系数对竖井围岩损伤范围的影响。数值计算结果表明：随着地应力的增大，损伤区域受到明显抑制作用，地应力从15 MPa增加到60 MPa，损伤区域的半径从5.75 m减小到3.4 m；随着侧压系数的增大，爆破损伤区域体现出各向异性，损伤区域向较大地应力方向集中。研究成果为控制竖井围岩爆破损伤提供理论基础。

超深竖井  /  爆破掘进  /  损伤规律  /  数值模拟  /  等效荷载

This study aims to analyze the damage evolution law of the surrounding rock mass in an ultra-deep shaft under blasting load. To achieve this, a numerical simulation method is adopted based on the blasting construction practice of Xiling Auxiliary Shaft in Sanshandao Gold Mine. The simulation utilizes a restart technology based on ANSYS/LS-DYNA and adopts the equivalent explosion load method according to the blasting design scheme. The surrounding rock mass damage of the ultra-deep shaft is calculated under four different ground stresses (15 MPa, 30 MPa, 45 MPa, and 60 MPa) and four different side pressure coefficients (1.0, 1.25, 1.5, and 2.0). Furthermore, this study analyzes the damage effect on the shaft's surrounding rock mass and investigates how ground stress and side pressure coefficient influence the extent of damage to the surrounding rock. The numerical results demonstrate that as ground stress increases from 15 MPa to 60 MPa, there is a significant inhibition in the damage area with a decrease in radius from 5.75 m to 3.4 m. Additionally, it is observed that with an increase in lateral pressure coefficient, there is anisotropy in terms of blasting damage area distribution where greater ground stress leads to concentrated damage areas.

ultra-deep shaft  /  blasting excavation  /  damage law  /  numerical simulation  /  equivalent load
杨小林, 张光然, 褚怀保, 孙博, 徐杰, 王东辉, 陈璐阳, 郭鹏, 王少华. 超深竖井爆破掘进围岩损伤规律数值模拟研究. 爆破, 2024 , 41 (2) : 8 -14 . DOI: 10.3963/j.issn.1001-487X.2024.02.002
Xiao-lin YANG, Guang-ran ZHANG, Huai-bao CHU, Bo SUN, Jie XU, Dong-hui WANG, Lu-yang CHEN, Peng GUO, Shao-hua WANG. Numerical Simulation Study on Damage Law of Surrounding Rock in Blasting Excavation of Ultra-deep Shaft[J]. Blasting, 2024 , 41 (2) : 8 -14 . DOI: 10.3963/j.issn.1001-487X.2024.02.002
正文
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世界经济的发展需要大量资源，我国浅部资源已消耗殆尽，人类需要开采深部资源[1]。井工开采是开发深部资源的主体方式，竖井建设是深部资源的关键[2]。当前竖井建设的主要方法是钻爆法，炸药爆炸时产生的能量如果没有得到合理控制，将会对围岩造成严重损伤，使得围岩力学性能劣化，影响竖井安全施工和结构安全[3]。
国内外学者对爆破荷载作用下围岩损伤规律进行了大量数值分析研究。杨建华等基于LS-DYNA程序的二次开发接口[4]，将统计损伤演化模型嵌入到本构材料中，研究爆破过程中圆形隧洞岩体的累积损伤效应；罗笙等提出一种基于法相冲击荷载的爆破损伤模拟方法[5]，并基于该方法研究不同应力下爆破损伤孕育机制；陈明等采用爆破荷载变化曲线模拟爆破作用过程[6]，分析爆破开挖对围岩的损伤效应。刘阳等分析不同地应力条件对岩石爆破裂纹扩展规律的影响[7]；皇新宇等基于RHT本构[8]，研究不同地应力条件下掏槽爆破岩石裂纹的演化规律和炮孔周围应力场动态变化过程；吴志超等分析地下洞室围岩累积损伤效应[9]，研究爆破振动与围岩累积损伤范围之间的相关性；Ji Ling等对比研究了大断面隧道单次全断面爆破和多次全断面爆破对围岩的累积损伤效应[10,11]，分析了起爆顺序对围岩损伤临界PPV的影响，提出了隧道爆破开挖中与岩石损伤相关的临界PPV；Wang Jianxiu等提出了一种快速简便的确定JH-2模型参数的方法[12]。通过三维数值模拟结果与实验室爆炸加载试验结果的对比，验证了参数的有效；Ling Tianlong等分析初始损伤对夹层岩体力学性质的影响[13]，模拟结果为研究钻爆累积损伤的岩石损伤机理和演化规律提供了参考；ZhangHao等利用拉格朗日-欧拉算法（ALEEROSION）建立了巷道开挖模型[14]，分析了岩石破坏的阶段性演化规律；Wang Haochen等对静载作用下炮孔周围的应力分布进行了理论分析[15]，确定了RHT模型的参数，并通过重复爆炸试验进行了验证，研究了围压对花岗岩试件破坏模式的影响，对岩石边坡预裂爆破进行了数值模拟，探讨了地应力条件下岩体的破坏行为；Cheng Li等进行了地应力测试、围岩扰动应力响应、变形破坏特征、数值模拟等一系列分析[16]。在此基础上，提出了新主井深挖过程围岩稳定性控制方法。上述研究大多针对不同地应力下隧道爆破过程开展的，而针对深部高应力条件下竖井围岩的爆破损伤规律还缺乏更深入的系统研究。
以三山岛金矿西岭副井爆破施工为依托，基于RHT本构模型，结合等效爆破荷载方法，建立竖井三维损伤计算模型，研究不同地应力及侧压系数对围岩损伤规律的影响机制，保障竖井爆破掘进安全施工。
1　深部岩体爆破破岩机理
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深部岩体爆破过程是地应力和爆炸荷载共同作用的结果[17]。深部岩体受到三向不均匀的地应力作用，根据厚壁圆筒理论[18]，计算出岩体在地应力和爆炸荷载共同作用下应力分布情况
式中：σr和σθ分别为某一位置的径向应力和切向应力；P为炸药爆炸后炮孔内冲击波压力；P1为水平方向地应力；P2为垂直方向地应力；θ为某一位置与炮孔中心的连线与水平方向的夹角；r为炮孔半径；R为某一位置到炮孔中心的距离；α为爆炸冲击波、应力波传播过程中的衰减系数；λd为动态侧压系数。
如果不考虑地应力的影响，即P1=P2=0，则式（1）和（2）可简化为
由式（2）可知，炮孔壁某一位置受到的冲击波压力为
对比式（5）与式（4）可以看出，由于地应力的存在。若P1<P2（非均匀地应力场），仅当P>（3P1-P2）/λd，炮孔壁才会产生切向拉应力。在深部高地应力岩体爆破时，地应力会抑制爆炸应力波的拉伸致裂作用，往往难以充分破碎岩石，无法得到理想的爆破效果。
2　数值模拟
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2.1　计算模型
三山岛金矿西岭副井为11.50 m的圆形竖井，竖井爆破设计方案如图1所示，每次掘进4.5 m。由内到外，掘进工作面上布置7圈爆破孔，采用直眼掏槽、分段半秒延时的光面爆破方式，采用电子雷管起爆，分别为MS1、MS3、MS5、MS7、MS9、MS11和MS13，使用2#岩石乳化炸药、不耦合装药，图中Ⅰ、Ⅱ、Ⅲ、Ⅳ、Ⅴ、Ⅵ和Ⅶ表示炮孔起爆顺序。具体的炮孔布置参数见表1。
参考竖井实际尺寸，经过简化，选取掘进段上下20 m部分进行模拟，使用LS-DYNA软件建立如图2所示的三维计算模型，有限元网格共含有484228节点和451212单元。模型内边界采用*CONSTRAINED_GLOBAL命令实现模型对称，外边界采用无反射边界，减小反射作用。
在数值计算过程中，岩石材料利用*MAT_RHT本构模型定义，岩石基本物理力学参数如表2所示。RHT本构方程具体材料参数如表3所示。
2.2　爆破荷载
为解决模型负体积问题，确保计算结果的准确性，采用施加等效爆破荷载的方法进行数值模拟研究。根据Chapman-Jouguet理论[19]，作用在炮孔壁上的爆炸荷载Pb为
式中：ρe和VOD分别为炸药密度和爆轰速度，ρe为1000 kg/m3，VOD为3600 m/s；dc为装药直径；db为炮孔直径；lc为装药长度；lb为炮孔长度；γ为等熵指数，对于常用的工程爆破炸药，近似取γ=3；n为爆轰气体产物膨胀撞击炮孔壁时的压力增大系数，n=8~11，对乳化炸药，约取n=10。
作用在等效边界上的荷载峰值Pe为
式中：S为相邻两炮孔的间距。
参考文献[20、21]中得到等效弹性边界计算公式，计算出等效弹性边界半径如表4所示。
采用简化的三角形爆炸荷载曲线进行动力加载。三角形爆破荷载的上升段时间和正压时间分别按公式（8）和（9）计算
裂纹扩展的平均速度cf=0.25cp，cp为岩石纵波波速，取4600 m/s；近似认为cu与爆生气体的声速相等，取1000~1500 m/s。各段等效荷载、升压作用时间和正压时间如表5所示。
3　数值模拟结果及分析
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经过调研，最大主应力是最小主应力的1.25~1.5倍，垂直主应力和最小主应力数值大致相等，经过简化设计如表6所示的8种地应力加载方案。
为对比分析地应力和侧压系数对竖井围岩损伤的影响规律，设计如表6所示的8种地应力施加方案，a为无地应力，b~e施加不同的均匀地应力（分别对应500、1000、1500和2000 m），f~h施加不同侧压系数的非均匀地应力。
3.1　地应力对竖井围岩损伤的影响
经过数值计算，后三段辅助孔及周边孔爆破过程中岩体损伤不明显，节选取MS1~MS5三段爆破损伤演化过程如图3所示。
从图（3）可以看出，地应力直接影响爆炸荷载对深部岩体的破坏损伤作用。对比不同地应力下竖井爆破损伤演化过程，发现爆破损伤主要是由掏槽段引起；在无地应力作用下爆破损伤范围集中在半径为4.2 m（MS1~MS9段）区域内，在15 MPa地应力作用下爆破损伤范围集中在半径为5.75 m（MS1~MS13段）区域内，在30 MPa地应力作用下爆破损伤范围集中在半径为5 m（MS1~MS11段）区域内，在45 MPa地应力作用下爆破损伤范围集中在半径为4.2 m（MS1~MS9段）区域内，在60 MPa地应力作用下爆破损伤范围集中在半径为3.4 m（MS1~MS7段）区域内。可以看出，随着地应力增大，损伤范围先略增大后减小。当地应力大于15 MPa小于30 MPa时，损伤区域略有减小；当地应力大于30 MPa时，损伤区域极具减小；地应力的抑制作用是非线性的。显然，在竖井爆破掘进过程中，地应力水平的增大，爆破损伤区受到更大的抑制作用。
3.2　侧压系数对围岩损伤的影响
在相同爆破荷载条件下，研究不同侧压系数对竖井围岩损伤的影响。不同侧压系数竖井围岩损伤规律如图4所示。
从图4可以看出，侧压系数对损伤的影响规律。在K=1.25条件下爆破损伤范围集中在半径为5 m（MS1~MS11段）区域内，沿X方向没有明显变化，沿Y方向较小抑制作用；在K=1.5条件下爆破损伤范围集中在半径为4.2 m（MS1~MS9段）区域内，沿X方向受到明显抑制作用，损伤区域呈现椭圆形；在K=2.0条件下爆破损伤范围集中在半径为3.4 m（MS1~MS7段）区域，X、Y方向均受到明显抑制作用。
对比四种不同侧压系数条件下爆破损伤演化过程，K=1.5和K=2.0明显存在地应力较大的方向（X方向）先产生损伤的现象。从图5可以看出，K=1.5和K=2.0条件下存在损伤向X方向集中的现象。随着侧压系数越大，对损伤区域的导向作用越强，地应力较小的方向损伤区域明显减少。
4　结论
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以三山岛金矿副井爆破工程实践为依托，开展爆破损伤数值模拟研究，分析围岩爆破累积损伤规律，得到以下主要结论：
（1）在均匀地应力条件下，地应力对围岩损伤具存在明显的抑制作用，随着地应力的增大，竖井围岩损伤范围逐渐减小，而且这种抑制作用是非线性的。
（2）在不同侧压系数条件下，随着侧压系数的增大，损伤区域向较大地应力方向扩展，同时地应力较小方向的损伤效果明显减弱。
在高地应力条件下，围岩产生了较大的约束作用，增加了爆破难度，降低了炸药能量利用率，不利于竖井爆破掘进，可以通过改变起爆顺序，利用地应力与炸药协同破岩，获得最佳掘进效果，预防灾害发生，保证竖井施工安全。
本文的工作只是一个初步的研究，提出了一些简化。例如，使用三角函数模拟作用在等效边界上的压力，而不考虑气体压力的作用，这不能模拟破碎区和周围径向裂缝的起始。尽管存在一定的局限性，但本文的模拟结果对循环爆破损伤机理和演化规律的研究仍具有参考价值。
基金
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  • 国家自然科学基金
  • 深部金属矿连续智能化安全开采基础研究(52130403)
文献
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2024年第41卷第2期
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doi: 10.3963/j.issn.1001-487X.2024.02.002
  • 接收时间：2024-01-02
  • 首发时间：2026-03-20
  • 出版时间：2024-06-01
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  • 收稿日期：2024-01-02
基金
National Natural Science Foundation of China
国家自然科学基金
Basic Research on Continuous Intelligent and Safe Mining of Deep Metal Mines(52130403)
深部金属矿连续智能化安全开采基础研究(52130403)
作者信息
    河南理工大学　土木工程学院，焦作　451003

通讯作者:

褚怀保（1978-），男，博士、教授、硕士生导师，从事爆炸理论及应用方面研究，（E-mail）。
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2种不同金属材料的力学参数
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
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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
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