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Article(id=1241442326225146476, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2023.01.010, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1673452800000, receivedDateStr=2023-01-12, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773912515455, onlineDateStr=2026-03-19, pubDate=1677600000000, pubDateStr=2023-03-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773912515455, onlineIssueDateStr=2026-03-19, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773912515455, creator=13701087609, updateTime=1773912515455, updator=13701087609, issue=Issue{id=1241442313185063097, tenantId=1146029695717560320, journalId=1240670690148397066, year='2023', volume='40', 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=1773912512346, creator=13701087609, updateTime=1773912765519, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241443375145079400, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241443375145079401, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=69, endPage=76, ext={EN=ArticleExt(id=1241442327558935192, articleId=1241442326225146476, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Damage Characteristics of Surrounding Rock for Large-section Tunnel Excavated by Bench Blasting, columnId=1240702072862069231, journalTitle=Blasting, columnName=BLASTING IN ORE AND ROCK, runingTitle=null, highlight=null, articleAbstract=

While excavating the rock mass by drilling and blasting method, it is bound to cause a certain degree of damage to the surrounding rock. Therefore, it has an important guiding role for the tunnel support design and longterm stability to make clear the damage characteristics of the surrounding rock during tunnel blasting excavation. Taking the blasting excavation of the Longnan Tunnel of the Ganzhou-Shenzhen High-speed Railway under Class Ⅲ surrounding rock as an example, the cross-hole ultrasonic detection method was used to detect the acoustic wave velocity of the surrounding rock in different parts of the same cross-section of the tunnel, and the distribution characteristics of the acoustic wave reduction rate were analyzed. Based on the analysis, the damage depth of the surrounding rock in different parts of the tunnel was determined, and the relationship between the damage degree and the damage depth of the surrounding rock was revealed. Based on LS-DYNA numerical simulation software, the damage evolution and distribution characteristics of the surrounding rock under 8 cyclic bench blasting under the same working conditions are simulated, which are basically consistent with the damage distribution characteristics evaluated by the acoustic wave test. The analysis results show that the surrounding rock at the foot of the arch at the upper bench has the greatest degree of damage, but with the shallowest damage depth. The maximum depth of damage to the surrounding rock is located at the bottom of the inversion arch. Based on the damage distribution characteristics, and according to the engineering analogy and relevant standards, the length of the initial supporting bolts of the grade Ⅲ surrounding rock of Longnan Tunnel should be 3.5~4 m.

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钻爆法开挖岩体同时，势必会对围岩造成一定程度的损伤，明确隧道爆破开挖围岩损伤特征，对隧道支护设计和长期稳定性有着重要的指导作用。以赣深高铁龙南隧道Ⅲ级围岩台阶法爆破开挖为例，采用跨孔声波法对隧道断面不同部位的围岩声波波速进行了测试，分析了爆破前后隧道围岩声波降低率分布特征，确定了隧道不同部位围岩的损伤深度，揭示了围岩损伤程度和损伤深度的关系。基于LS-DYNA数值模拟软件，模拟了相同工况下8个循环台阶爆破开挖作用下隧道围岩的损伤演化和分布特征，与通过声波测试率判断的围岩损伤分布特征基本一致。现场声波测试和数值模拟结果表明：台阶法隧道上台阶拱脚处围岩损伤程度最大，但损伤深度最小；隧道围岩损伤最深处位于仰拱底部。基于隧道围岩损伤分布特征，根据工程类比法和相关规范规定，确定龙南隧道Ⅲ级围岩的初期支护锚杆长度应为3.5~4 m。

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张波（1977-），男，湖南郴州人，高级工程师，主要从事现场施工技术管理，（E-mail）。

, authorsList=张波)}, authors=[Author(id=1241442336182423630, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, orderNo=0, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=644575437@qq.com, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1241442336308252757, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, authorId=1241442336182423630, language=EN, stringName=Bo ZHANG, firstName=Bo, middleName=null, lastName=ZHANG, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=null, address=China Railway 16th Bureau Group the Third Engineering Co, Ltd, Huzhou 313000, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1241442336417304671, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, authorId=1241442336182423630, language=CN, stringName=张波, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=null, address=中铁十六局集团　第三工程有限公司，湖州　313000, bio={"content":"

张波（1977-），男，湖南郴州人，高级工程师，主要从事现场施工技术管理，（E-mail）。

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张波（1977-），男，湖南郴州人，高级工程师，主要从事现场施工技术管理，（E-mail）。

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Study on full-time load function of tunnel blasting and its application[J]. Journal of Railway Science and Engineering, 2019, 16(1): 144-151. (in Chinese), articleTitle=Study on full-time load function of tunnel blasting and its application, refAbstract=null), Reference(id=1241442346550743539, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, doi=null, pmid=null, pmcid=null, year=2015, volume=48, issue=5, pageStart=2045, pageEnd=2059, url=null, language=null, rfNumber=[12], rfOrder=20, authorNames=YANG J, LU W, HU Y, journalName=Rock Mechanics and Rock Engineering, refType=null, unstructuredReference=YANG J, LU W, HU Y, et al. Numerical simulation of rock mass damage evolution during deep-buried tunnel excavation by drill and blast[J]. Rock Mechanics and Rock Engineering, 2015, 48(5): 2045-2059., articleTitle=Numerical simulation of rock mass damage evolution during deep-buried tunnel excavation by drill and blast, refAbstract=null), Reference(id=1241442346655601140, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, doi=null, pmid=null, pmcid=null, year=2020, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[13], rfOrder=21, authorNames=null, journalName=null, refType=null, unstructuredReference=Q/CR 9248—2020铁路隧道锚杆支护技术规范[S]. 北京: 中国铁道出版社, 2020., articleTitle=null, refAbstract=null), Reference(id=1241442346794013177, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[14], rfOrder=22, authorNames=null, journalName=null, refType=null, unstructuredReference=GB 50086—2015岩土锚杆与喷射混凝土支护工程技术规范[S]. 北京: 中国计划出版社, 2015., articleTitle=null, refAbstract=null)], funds=[Fund(id=1241442342490657164, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, awardId=41972286, language=CN, fundingSource=国家自然科学基金资助项目(41972286), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1241442336073371716, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, xref=null, ext=[AuthorCompanyExt(id=1241442336081760325, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, companyId=1241442336073371716, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=China Railway 16th Bureau Group the Third Engineering Co, Ltd, Huzhou 313000, China), AuthorCompanyExt(id=1241442336085954629, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, 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articleId=1241442326225146476, language=CN, label=图10, caption=数值模拟损伤变量分布, figureFileSmall=L6xEs447q4jYyDz8jomvDg==, figureFileBig=NScRcSl3/CPrPoI4vy7wdw==, tableContent=null), ArticleFig(id=1241442341609853262, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=EN, label=Fig. 11, caption=Distribution of the damage depth of the tunnel surrounding rock, figureFileSmall=wPdCiIzCFvJ84SqX1FN7DA==, figureFileBig=faO2R6rxL/HbO0pY5tsQKw==, tableContent=null), ArticleFig(id=1241442341702127957, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=CN, label=图11, caption=隧道围岩损伤深度分布, figureFileSmall=wPdCiIzCFvJ84SqX1FN7DA==, figureFileBig=faO2R6rxL/HbO0pY5tsQKw==, tableContent=null), ArticleFig(id=1241442341811179870, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=EN, label=Table 1, caption=

Surrounding rock and excavation method of Longnan Tunnel

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围岩等级岩性里程长/m开挖方式占比/%
Ⅱ级燕山期花岗岩4400全断面42.97
Ⅲ级燕山期花岗岩1710台阶法24.90
老虎坳组砂岩840
Ⅳ级燕山期花岗岩680三台阶法15.09
老虎坳组砂岩625
高滩组变质砂岩240
Ⅴ级燕山期花岗岩1331三台阶临时仰拱法12.99
245六步CD法2.39
39明挖法0.38
Ⅵ级断层泥130其他1.28
), ArticleFig(id=1241442341937008998, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=CN, label=表1, caption=

龙南隧道围岩情况及开挖方式统计

, figureFileSmall=null, figureFileBig=null, tableContent=
围岩等级岩性里程长/m开挖方式占比/%
Ⅱ级燕山期花岗岩4400全断面42.97
Ⅲ级燕山期花岗岩1710台阶法24.90
老虎坳组砂岩840
Ⅳ级燕山期花岗岩680三台阶法15.09
老虎坳组砂岩625
高滩组变质砂岩240
Ⅴ级燕山期花岗岩1331三台阶临时仰拱法12.99
245六步CD法2.39
39明挖法0.38
Ⅵ级断层泥130其他1.28
), ArticleFig(id=1241442342058643821, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=EN, label=Table 2, caption=

Parameters of blast holes for Ⅲ grade surrounding rock

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炮孔类型孔数孔长/cm单孔药量/kg总药量/kg段别
掏槽孔一级61361.056.31
二级82932.2518.03
辅助孔上台阶242601.5036.05
1624.07
1421.01
1421.03
下台阶142601.5021.05
1827.07
1421.08
缓冲孔上台阶242601.3532.48
下台阶1216.29
周边孔上台阶362600.9032.410
下台阶1816.211
底板孔上台阶162651.8028.89
下台阶1527.010
合计249  348.30  
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Ⅲ级围岩炮孔爆破参数

, figureFileSmall=null, figureFileBig=null, tableContent=
炮孔类型孔数孔长/cm单孔药量/kg总药量/kg段别
掏槽孔一级61361.056.31
二级82932.2518.03
辅助孔上台阶242601.5036.05
1624.07
1421.01
1421.03
下台阶142601.5021.05
1827.07
1421.08
缓冲孔上台阶242601.3532.48
下台阶1216.29
周边孔上台阶362600.9032.410
下台阶1816.211
底板孔上台阶162651.8028.89
下台阶1527.010
合计249  348.30  
), ArticleFig(id=1241442342259970431, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=EN, label=Table 3, caption=

Parameters of class Ⅲ surrounding rock of Longnan Tunnel

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/（kg·m-3）弹性模量/GPa泊松比抗拉强度/MPa抗压强度/MPa
2500380.251.1712
), ArticleFig(id=1241442342394188164, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442326225146476, language=CN, label=表3, caption=

龙南隧道Ⅲ级围岩物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/（kg·m-3）弹性模量/GPa泊松比抗拉强度/MPa抗压强度/MPa
2500380.251.1712
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大断面隧道台阶法爆破开挖围岩损伤特征研究
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张波
爆破 | 矿岩爆破 2023,40(1): 69-76
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爆破 | 矿岩爆破 2023, 40(1): 69-76
大断面隧道台阶法爆破开挖围岩损伤特征研究
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张波
作者信息
  • 中铁十六局集团　第三工程有限公司，湖州　313000

    • 张波（1977-），男，湖南郴州人，高级工程师，主要从事现场施工技术管理，（E-mail）。

Damage Characteristics of Surrounding Rock for Large-section Tunnel Excavated by Bench Blasting
Bo ZHANG
Affiliations
  • China Railway 16th Bureau Group the Third Engineering Co, Ltd, Huzhou 313000, China
出版时间: 2023-03-01 doi: 10.3963/j.issn.1001-487X.2023.01.010
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摘要
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钻爆法开挖岩体同时，势必会对围岩造成一定程度的损伤，明确隧道爆破开挖围岩损伤特征，对隧道支护设计和长期稳定性有着重要的指导作用。以赣深高铁龙南隧道Ⅲ级围岩台阶法爆破开挖为例，采用跨孔声波法对隧道断面不同部位的围岩声波波速进行了测试，分析了爆破前后隧道围岩声波降低率分布特征，确定了隧道不同部位围岩的损伤深度，揭示了围岩损伤程度和损伤深度的关系。基于LS-DYNA数值模拟软件，模拟了相同工况下8个循环台阶爆破开挖作用下隧道围岩的损伤演化和分布特征，与通过声波测试率判断的围岩损伤分布特征基本一致。现场声波测试和数值模拟结果表明：台阶法隧道上台阶拱脚处围岩损伤程度最大，但损伤深度最小；隧道围岩损伤最深处位于仰拱底部。基于隧道围岩损伤分布特征，根据工程类比法和相关规范规定，确定龙南隧道Ⅲ级围岩的初期支护锚杆长度应为3.5~4 m。

隧道爆破  /  围岩损伤  /  台阶法爆破  /  声波测试

While excavating the rock mass by drilling and blasting method, it is bound to cause a certain degree of damage to the surrounding rock. Therefore, it has an important guiding role for the tunnel support design and longterm stability to make clear the damage characteristics of the surrounding rock during tunnel blasting excavation. Taking the blasting excavation of the Longnan Tunnel of the Ganzhou-Shenzhen High-speed Railway under Class Ⅲ surrounding rock as an example, the cross-hole ultrasonic detection method was used to detect the acoustic wave velocity of the surrounding rock in different parts of the same cross-section of the tunnel, and the distribution characteristics of the acoustic wave reduction rate were analyzed. Based on the analysis, the damage depth of the surrounding rock in different parts of the tunnel was determined, and the relationship between the damage degree and the damage depth of the surrounding rock was revealed. Based on LS-DYNA numerical simulation software, the damage evolution and distribution characteristics of the surrounding rock under 8 cyclic bench blasting under the same working conditions are simulated, which are basically consistent with the damage distribution characteristics evaluated by the acoustic wave test. The analysis results show that the surrounding rock at the foot of the arch at the upper bench has the greatest degree of damage, but with the shallowest damage depth. The maximum depth of damage to the surrounding rock is located at the bottom of the inversion arch. Based on the damage distribution characteristics, and according to the engineering analogy and relevant standards, the length of the initial supporting bolts of the grade Ⅲ surrounding rock of Longnan Tunnel should be 3.5~4 m.

tunnel blasting  /  damage of surrounding rock  /  bench blasting  /  ultrasonic detection
张波. 大断面隧道台阶法爆破开挖围岩损伤特征研究. 爆破, 2023 , 40 (1) : 69 -76 . DOI: 10.3963/j.issn.1001-487X.2023.01.010
Bo ZHANG. Damage Characteristics of Surrounding Rock for Large-section Tunnel Excavated by Bench Blasting[J]. Blasting, 2023 , 40 (1) : 69 -76 . DOI: 10.3963/j.issn.1001-487X.2023.01.010
正文
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作为一种高效、经济的岩体开挖手段，钻爆法被广泛应用于岩质隧道的开挖施工中。爆破开挖时，炸药在岩体中爆炸一部分能量破碎剥离岩体达到工程开挖目的，还有一部分能量以爆炸冲击波的形式传递给周围岩体，造成围岩损伤。开展隧道爆破围岩损伤特征研究，可为隧道围岩损伤爆破振动速度控制值确定[1]、计算隧道支护参数等提供参考依据[2]，对保证施工安全和隧道结构稳定性具有重要的研究意义。
台阶法是Ⅲ、Ⅳ级围岩和部分Ⅴ级围岩大断面隧道常用的开挖方法。大断面隧道台阶法开挖，使一次开挖面积减小、有利于掌子面和围岩的稳定，但是却增加了对围岩的扰动次数，围岩的损伤演化特征更为复杂。
Ji等通过现场爆破振动监测和声波测试[3]，研究了隧道开挖爆破作用下围岩的振动响应特征，以及隧道断面不同部位的围岩损伤深度，并提出了隧道围岩损伤爆破振动速度控制阈值。徐平甲采用声波测试手段对小西库隧道Ⅲ、Ⅳ、Ⅴ级围岩三台阶爆破开挖围岩损伤特征进行研究[4]，并根据岩体声波速度-孔深曲线将围岩分为破坏区、扰动区和未扰动区。李松达对勤丰隧道Ⅳ级围岩台阶法隧道爆破开挖进行声波测试和爆破振动速度监测[5]，对围岩的损伤变化规律进行了探讨，并采用多元非线性回归方法分析了质点振动速度与围岩损伤程度的关系。刘永胜等采用声波法和钻孔窥视法对某大跨度硐室Ⅲ级围岩爆破开挖过程中围岩松动圈进行监测[6]，研究了多次爆破作用下围岩的累积损伤规律，指出围岩支护和安全防护时应充分考虑围岩累积损伤效应造成的松动圈半径变化。
以龙南隧道Ⅲ级围岩爆破开挖为背景，对爆破前后隧道围岩进行声波测试，并结合动力有限元数值模拟手段进行了隧道爆破围岩损伤演化过程的数值模拟，研究了大断面隧道台阶法爆破开挖围岩的损伤演化和分布特征，以期为隧道初期支护锚杆的长度参数设计提供依据。
1　工程背景
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龙南隧道位于江西省赣州市龙南县和全南县境内，是赣深高铁全线最长双线隧道，全长10.24 km，龙南隧道净宽为14.4 m，净高为11.8 m，断面面积为139.3 m2，是典型的大断面隧道。龙南隧道围岩以寒武系中统高滩组（∈2gt）变质砂岩、燕山期花岗岩和泥盆系中泥盆统老虎坳组（D2l）砂岩为主，如图1所示。龙南隧道划分的围岩级别有Ⅱ级、Ⅲ级、Ⅳ级、Ⅴ级和Ⅵ级，各级别围岩的里程数见表1。其中，Ⅲ级围岩采用台阶法开挖，单循环进尺为2.4 m，台阶长度为5~8 m。Ⅳ级围岩采用三台阶法开挖，单循环进尺为2.0 m，各台阶长度为5~10 m。Ⅴ级围岩根据实际情况，采用三台阶临时仰拱法、六步CD法、明挖法（进出口位置）等方法开挖。采用台阶法开挖的里程占龙南隧道全长的52.98%，分台阶开挖是龙南隧道挖的主要方法。
以Ⅲ级围岩爆破开挖为例，龙南隧道采用台阶法爆破开挖的隧道断面炮孔布置图如图2所示。隧道采用光面爆破方案，周边孔孔距55 cm，光爆层厚度60 cm。上台阶为掏槽爆破，采用复式楔形掏槽方案，二级掏槽孔超深30 cm。辅助孔、缓冲孔、周边空超深20 cm，底板孔超深25 cm。炮孔布置及装药参数见表2。
2　围岩声波测试
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理论和实践表明，爆破前后围岩的波速变化和围岩损伤特性密切相关[7,8]，采用RSM-SY6非金属超声波检测仪对龙南隧道Ⅲ级围岩台阶法爆破前后围岩声波速度进行测试。
2.1　声波速度测孔布置
跨孔声波法是最常用的围岩声波测试方法[9]：在围岩的一个钻孔内发射声波，在相邻的另一个钻孔内接受声波信号，提取透射声波的初至时间和首波幅度、频率等信息，通过分析计算确定两孔之间围岩的波速。采用跨孔声波法对隧道爆破开挖后保留岩体进行声波测试，选取隧道边墙表面较平整的部位钻取3个孔，其中1#孔孔深为500 cm，2#和3#孔与1#保持平行，孔心距为50 cm，三孔形成等腰直角三角形，现场布置情况见图3。成孔后冲去孔内残渣，避免对测试结果产生影响。测试时，发射和接收换能器从孔底向孔口移动，每测得一处声波速度，就将发射和接收换能器向孔口处移动20 cm。
为了得到台阶法爆破开挖围岩的损伤特征，对隧道断面不同部位围岩进行了声波测试，测试点如图4所示。其中a处为隧道拱肩部位，b处为隧道拱腰部位，也是上台阶的拱脚部位，c处为隧道的拱脚部位，d处为隧道的仰拱底部。
2.2　声波测试结果
对龙南隧道爆破后围岩进行声波测试，其中，a部位测试声波波列如图5所示。孔口处（即深度为0 m）围岩的声波波速由于测试过程中的扰动和难以充水耦合等原因无法测得。声波波形曲线中，0 μs为发射换能器发出电信号的时刻，起波时刻为接收换能器接收到电信号的时刻，两时刻差值即为声波在围岩介质中传播所用时长。连接每个测试深度处声波波形的起波时刻，可看出开挖面附近1 m内的声波声时明显长于测试孔底部。
通过计算机自动判读各测试点声波波速，绘制隧道断面各部位围岩声波波速分布如图6所示。可以看出，距开挖面远时围岩声波波速均较大且相对稳定，距离开挖面较近时围岩的声波波速有不同程度的下降。其中，a和d部位的围岩声波波速最大值为4.011 km/s，b和c部位的围岩声波波速最大值为4.294 km/s，两者相差6.59%，说明围岩是不均匀的。
参考《SL 47—2020水工建筑物岩石地基开挖施工技术规范》给出的参考性资料，可根据同部位爆破前后波速的变化率η判断岩体是否产生爆破破坏，波速变化率η的计算式为
式中，CP1为爆破前岩体波速；CP2为爆破后岩体波速；当η≤10%时，岩体无破坏或破坏甚微；当10%<η≤15%时，岩体轻微破坏；当η>15%时，岩体破坏。
当只在爆破后进行观测时，可用观测部位附近原始状态的波速作为爆破前波速，也可以从观测资料的变化趋势和特点进行判断。本测试中，根据声波波速随围岩深度的分布规律，确定a部位和d部位爆前波速为4.011 km/s，b和c部位的爆前波速为4.294 km/s。根据上述公式，计算得到各部位的波速衰减率随围岩深度的分布如图7所示。
以波速降低率10%作为岩体损伤标准，则四个测试部位的围岩损伤深度分别为a处2.09 m，b处1.20 m，c处2.09 m，d处2.77 m；以波速降低率15%作为岩体损伤标准，则四个测试部位的围岩损伤深度分别为a处1.84 m，b处1.15 m，c处1.80 m，d处1.96 m。两种标准下，d处即隧道底部的围岩损伤深度均最大，其次为两个台阶的拱腰处，两台阶相交处的损伤深度最小。两种损伤标准确定的围岩损伤深度，d处相差最大，其余三处相差均在15%以内。为安全起见，后文的分析中将统一采用波速降低率10%作为岩体损伤标准。
进一步分析隧道断面各部位的波速降低率随围岩深度的分布曲线特征。可以看出，在b处，即两台阶相交处的开挖面处岩体波速降低率最大，超过80%，围岩的声波波速仅有797 m/s，在岩体密度几乎不发生变化的前提下，开挖面处的围岩波阻抗变小，不同波速降低率的岩体之间波阻抗匹配性变差，爆破应力波难以通过损伤严重的岩体进一步传播，因此该处损伤深度最小。而其他部位开挖面处岩体声波降低率相对较小，不同深度岩体波阻抗匹配性较好，利于爆破应力波的传播，因此损伤深度相对大。
2.3　损伤变量与声波波速关系
岩体工程中，常使用损伤变量D来表征岩体受到扰动后的力学性质衰减，材料损伤后，其有效弹性模量将发生线性衰减，即
式中，和Ed分别为损伤前后材料的动态弹性模量。
工程实践中，可使用岩体声波波速变化率表征岩体的损伤变量。根据波动理论，传播于连续、均匀、各向同性弹性介质中的纵波波速可表示为
式中：VP为岩体的纵波波速；ρ为岩体的密度；νd为动态泊松比。
由式（3）可知，弹性波在介质中的传播仅与介质密度ρ及其动力变形参数Ed、νd有关。假设岩体的动态泊松比νd与密度ρ在爆破前后保持不变，将式（2）代入式（3）中可得
式中，为爆破后岩体中的声波波速。
由式（4）可得岩体的损伤变量与损伤前后岩体的声波波速的关系
根据式（5），可以计算出围岩受爆破影响的界限值，即波速变化率为10%时，损伤变量为0.19。
3　隧道爆破开挖围岩损伤数值模拟
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为了进一步研究隧道爆破开挖围岩损伤分布特征，通过数值模拟手段，对龙南隧道Ⅲ级围岩台阶法爆破开挖围岩损伤情况进行数值模拟。
3.1　数值模型建立
隧道爆破炮孔数量多，建模难度大。前人研究表明，采用等效爆破荷载模拟隧道爆破作用下围岩的动力效应能够满足工程上所需的精度[10]。本文采用三角荷载作为等效爆破荷载[11]，施加在隧道的开挖边界上。三角荷载的升时间、正压作用时间以及荷载峰值的计算方法参照文献[12]。
使用LS-DYNA动力有限元软件建立隧道爆破开挖数值模型。为节省计算资源，建立1/2模型，模型采用cm-g-μs单位制，采用SOLID实体单元划分，初始工况共划分单元472307个。模型对称面设置法向位移约束，其余5个面均设置为透射边界，以模拟实际工程的边界条件。模型高度、宽度以及厚度分别为62.5 m、40 m和69.2 m，如图8所示。
岩体的本构模型采用基于Weibull分布的统计损伤软化模型[9]，该模型能同时考虑材料的压剪损伤和拉损伤，有效反应材料在爆破荷载作用下的损伤力学行为。使用龙南隧道Ⅲ级围岩段弱风化花岗岩物理力学参数，见表3。
采用重启动分析功能实现隧道的循环掘进。每循环爆破开挖模拟开始前，使用*STRESS-INITIALIZATION关键字将上循环结束时围岩的损伤状态设置为该循环的初始状态，再进行计算。将进行1次常规模拟计算和7次重启动模拟计算，共模拟爆破开挖8个循环。
3.2　隧道围岩损伤特征
数值模拟8个循环隧道围岩损伤分布云图如图9所示。可以看出，每循环爆破导致的围岩损伤都会与上循环围岩损伤叠加，导致围岩的损伤深度加深或损伤程度变大。整体来看，台阶法爆破开挖后隧道的上台阶拱脚处围岩损伤最为严重。
与现场声波测试部位相同的4处围岩损伤变量随围岩深度的分布情况如图10所示，可以看出，当损伤变量为0.19时，对应的a、b、c和d四处的围岩损伤深度分别为2.17 m、1.16 m、2.08 m和2.65 m，数值模拟得到的围岩损伤深度与通过声波测试波速降低率判断得到的损伤深度基本接近，误差均在5%以内。围岩损伤的分布特征方面，由于隧道围岩的非均质性，数值模拟得到的损伤变量分布特征与声波测试得到的波速降低率分布特征有一定的差别，但总体分布规律基本一致，即当开挖面处损伤变量大时，对应部位的损伤深度较小，如上台阶的拱脚部位；当开挖面处损伤变量相对较小时，对应部位的损伤深度大，如仰拱部位。综合上述数值模拟结果和声波测试结果的比较，说明数值模拟是可靠的。
4　隧道锚固参数选择
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选取数值模拟中隧道围岩损伤分布典型截面，并绘制隧道围岩的损伤深度分布图如图11所示。可以看出，隧道损伤深度最小为1.16 m，位于隧道拱腰部位，对应上台阶的拱脚部位；围岩损伤深度最深为2.65 m，位于隧道仰拱部位；在隧道拱顶，围岩损伤深度较为均匀，约为2.17 m；在全断面的拱脚附近，损伤深度约为2.08 m。
隧道初期支护的参数的选择通常采用工程类比法，如铁路隧道锚杆支护技术规范（Q/CR 9248—2020）[13]依据工程类比法给出了不同围岩级别下单线和双线铁路隧道复合式衬砌锚杆支护设计参数：Ⅲ级围岩拱部锚杆的长度为3 m；岩土锚杆与喷射混凝土支护工程技术规范（GB 50086—2015）[14]给出了依据工程类比法设计的隧道锚喷支护的初步设计参数：开挖跨度为10~15 m的Ⅲ级围岩隧洞锚杆长度为3.5~4.5 m，该规范还指出，隧道及地下工程中，抵抗拱腰以下局部不稳定块体的锚杆自由段应穿过滑移面不小于1.5 m。
根据上述规范中工程类比法给出的锚杆建议长度，以及锚杆自由段应穿过滑移面不小于1.5 m的原则，同时考虑锚杆布置的一般位置，即边墙和拱顶，确定龙南隧道Ⅲ级围岩的初期支护锚杆长度应为3.5~4 m。
5　结论
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基于龙南隧道Ⅲ级围岩台阶法爆破开挖隧道围岩的声波测试结果，结合数值模拟手段，分析了台阶法隧道爆破围岩损伤特征，进一步提出了隧道初期支护锚杆长度参数，主要研究结论如下：
（1）通过声波测试波速降低率判断龙南隧道Ⅲ级围岩台阶法开挖隧道围岩损伤深度，以波速降低率10%为损伤判据，拱肩位置围岩损伤深度为2.09 m，拱腰（上台阶拱脚）位置围岩损伤深度为1.20 m，拱脚的损伤深度为2.09 m，仰拱底部的损伤深度为2.77 m。
（2）根据隧道围岩的声波降低率分布特征，得出当隧道开挖面处损伤严重时，对应部位的损伤深度较小，如上台阶的拱脚部位；当损伤相对轻微时，对应部位的损伤深度大，如仰拱部位。爆破方案设计时，为避免上台阶拱脚部位欠挖，可适当加强装药而不会造成围岩损伤深度过大。
（3）采用数值模拟手段计算了隧道爆破开挖围岩损伤深度，与通过声波测试波速降低率判断得到的各部位围岩损伤深度误差均在5%以内。以隧道断面围岩损伤深度分布特征为基础，根据工程类比法和相关规范规定，确定龙南隧道Ⅲ级围岩的初期支护锚杆长度应为3.5~4 m。
基金
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  • 国家自然科学基金资助项目(41972286)
文献
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参考文献 引证文献
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2023年第40卷第1期
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doi: 10.3963/j.issn.1001-487X.2023.01.010
  • 接收时间：2023-01-12
  • 首发时间：2026-03-19
  • 出版时间：2023-03-01
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  • 收稿日期：2023-01-12
基金
国家自然科学基金资助项目(41972286)
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    中铁十六局集团　第三工程有限公司，湖州　313000
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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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