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Article(id=1241777701640536137, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241777699996368955, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2024.02.009, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1695312000000, receivedDateStr=2023-09-22, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773992475185, onlineDateStr=2026-03-20, pubDate=1717171200000, pubDateStr=2024-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773992475185, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773992475185, creator=13701087609, updateTime=1773992475185, 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=67, endPage=74, ext={EN=ArticleExt(id=1241777701971886161, articleId=1241777701640536137, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Experimental Study on Pre-splitting Blast of Underground Caverns in Fractured Rock Mass, columnId=1240702072862069231, journalTitle=Blasting, columnName=BLASTING IN ORE AND ROCK, runingTitle=null, highlight=null, articleAbstract=

The geological structure of the Ying Liang-bao hydroelectric underground power-house is complex due to the development of surrounding rock fissures, messy lithology, and a rock body with "hard, broken, miscellaneous" characteristics. Excavation and molding pose difficulties while pre-splitting blasting has poor effects. To address this issue, we conducted a systematic blasting test combined with pre-splitting for central groove construction on layer III of the power-house. In initial tests, both sides of the wall exhibited significant breakage after blasting and traces of presplitting holes were not clearly visible when linear charge density was nearly 100 g/m lower than standardized calculation values. Acoustic testing data revealed that average longitudinal wave velocity in the rock mass body was 4.03 km/s indicating overall poor integrity. Additionally, segmental wave velocities along axial depths from 0~1.5 m, 1.5~3.9 m and 3.9~7.4 m were found to be 2.59 km/s, 3.58 km/s and 4.70 km/s respectively suggesting segmented integrity differences in depth direction. Based on these findings an average single-hole linear charge density for pre-splitting blasts during excavation was determined to be between 0.123~0.284 kg/m with different densities selected according to varying depths while small charge rolls were evenly spaced for each section. The results obtained through testing and application have been positive ensuring basic formation of wall surfaces while significantly increasing half-porosity levels.

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LI Hong-tao (1979-), Male, Professor, Bo-director, research interests in engineering blasting, hydropower and water conservancy engineering construction technology, (E-mail) .
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硬梁包水电站地下厂房地质构造复杂，围岩裂隙发育，岩性杂乱，岩体具有“硬、碎、杂”特点，厂房开挖成型难度较大、预裂爆破效果差，为解决此问题，结合地下厂房第Ⅲ层中部拉槽施工预裂，开展了系统的爆破试验。初期试验中，预裂爆破线装药密度低于规范计算值近100 g/m的情况下，两侧边墙岩体在爆破后十分破碎，无法明显看到预裂孔的痕迹。开展的岩体声波测试和岩体完整性分析表明：厂房岩体全孔平均纵波速度为4.03 km/s，整体完整性差；岩体沿预裂孔轴向0~1.5 m、1.5~3.9 m、3.9~7.4 m深度的分段波速平均值分别为2.59 km/s、3.58 km/s、4.70 km/s，表现出在深度方向上的分段完整性差异。根据上述特点，在厂房开挖施工过程中，预裂爆破的平均单孔线装药密度取为0.123~0.284 kg/m，并针对不同深度选取不同的线装药密度，各分段采用小药卷均匀间隔装药，试验和应用效果良好，保证了壁面基本成型，半孔率显著提高。

, correspAuthors=null, authorNote=null, correspAuthorsNote=
李洪涛（1979-），男，教授、博导，研究方向为工程爆破、水电水利工程施工技术，（E-mail）。
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陈星艮（2000-），男，硕士研究生，研究方向为水工结构工程，（E-mail）。

CHEN Xing-gen (2000-), Male, Master's degree student, research interests in hydraulic structural engineering, (E-mail) .

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陈星艮（2000-），男，硕士研究生，研究方向为水工结构工程，（E-mail）。

CHEN Xing-gen (2000-), Male, Master's degree student, research interests in hydraulic structural engineering, (E-mail) .

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陈星艮（2000-），男，硕士研究生，研究方向为水工结构工程，（E-mail）。

CHEN Xing-gen (2000-), Male, Master's degree student, research interests in hydraulic structural engineering, (E-mail) .

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Initial pre-splitting blasting test parameters and charges

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场次岩石抗压强度孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm线装药密度/（g·m-1）装药结构
130 MPa7001003270100193.07节1/2ϕ 32 mm药卷，间隔40 cm，孔底1节ϕ 32 mm药卷
50 MPa7001003270100321.0孔口1节1/2ϕ 32 mm药卷，中部5节ϕ 32 mm药卷，间隔55 cm，孔底2节ϕ 32 mm药卷
250 MPa7401003270110243.015节1/3 ϕ 32 mm药卷，间隔30 cm，孔底1节ϕ 32 mm药卷
40 MPa7401003270110216.013节1/3 ϕ 32 mm药卷，间隔35 cm，孔底1节ϕ 32 mm药卷
), ArticleFig(id=1241777715695649479, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777701640536137, language=CN, label=表1, caption=

初期预裂爆破试验参数及装药情况

, figureFileSmall=null, figureFileBig=null, tableContent=
场次岩石抗压强度孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm线装药密度/（g·m-1）装药结构
130 MPa7001003270100193.07节1/2ϕ 32 mm药卷，间隔40 cm，孔底1节ϕ 32 mm药卷
50 MPa7001003270100321.0孔口1节1/2ϕ 32 mm药卷，中部5节ϕ 32 mm药卷，间隔55 cm，孔底2节ϕ 32 mm药卷
250 MPa7401003270110243.015节1/3 ϕ 32 mm药卷，间隔30 cm，孔底1节ϕ 32 mm药卷
40 MPa7401003270110216.013节1/3 ϕ 32 mm药卷，间隔35 cm，孔底1节ϕ 32 mm药卷
), ArticleFig(id=1241777715800507094, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777701640536137, language=EN, label=Table 2, caption=

Improvement of pre-splitting blasting test design parameters and charges

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场次岩石抗压强度孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm线装药密度/（g·m-1）装药结构
360 MPa740100327094263.522节1/4 ϕ 32 mm药卷，间隔20 cm，孔底2节ϕ 32 mm药卷
50 MPa7401003270110243.020节1/4 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
450 MPa7401003270110243.020节1/4 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
60 MPa7401003270115263.517节1/3 ϕ 32 mm药卷，间隔25 cm，孔底2节ϕ 32 mm药卷
70 MPa7401003270110283.812节1/2 ϕ 32 mm药卷，间隔35 cm，孔底2节ϕ 32 mm药卷
80 MPa7401003270125304.013节1/2 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
), ArticleFig(id=1241777715901170400, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777701640536137, language=CN, label=表2, caption=

改进预裂爆破试验设计参数及装药情况

, figureFileSmall=null, figureFileBig=null, tableContent=
场次岩石抗压强度孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm线装药密度/（g·m-1）装药结构
360 MPa740100327094263.522节1/4 ϕ 32 mm药卷，间隔20 cm，孔底2节ϕ 32 mm药卷
50 MPa7401003270110243.020节1/4 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
450 MPa7401003270110243.020节1/4 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
60 MPa7401003270115263.517节1/3 ϕ 32 mm药卷，间隔25 cm，孔底2节ϕ 32 mm药卷
70 MPa7401003270110283.812节1/2 ϕ 32 mm药卷，间隔35 cm，孔底2节ϕ 32 mm药卷
80 MPa7401003270125304.013节1/2 ϕ 32 mm药卷，间隔22 cm，孔底2节ϕ 32 mm药卷
), ArticleFig(id=1241777716052165358, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777701640536137, language=EN, label=Table 3, caption=

Optimization of blasting test design parameters and charges

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场次线装药密度/（g·m-1）孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm装药结构
上部中下部底部
5324.3740100327050-606节1/3 ϕ 32 mm药卷，间隔25 cm8节1/2 ϕ 32 mm药卷，间隔35 cm2节ϕ 32 mm药卷
337.8740100327050-607节1/3 ϕ 32 mm药卷，间隔25 cm8节1/2 ϕ 32 mm药卷，间隔30 cm2节ϕ 32 mm药卷
344.6740100327050-603节1/3 ϕ 32 mm药卷，间隔25 cm11节1/2 ϕ 32 mm药卷，间隔30 cm2节ϕ 32 mm药卷
), ArticleFig(id=1241777716203160314, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241777701640536137, language=CN, label=表3, caption=

优化爆破试验设计参数及装药情况

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场次线装药密度/（g·m-1）孔深/cm孔径/mm药径/mm孔距/cm堵塞长度/cm装药结构
上部中下部底部
5324.3740100327050-606节1/3 ϕ 32 mm药卷，间隔25 cm8节1/2 ϕ 32 mm药卷，间隔35 cm2节ϕ 32 mm药卷
337.8740100327050-607节1/3 ϕ 32 mm药卷，间隔25 cm8节1/2 ϕ 32 mm药卷，间隔30 cm2节ϕ 32 mm药卷
344.6740100327050-603节1/3 ϕ 32 mm药卷，间隔25 cm11节1/2 ϕ 32 mm药卷，间隔30 cm2节ϕ 32 mm药卷
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裂隙发育岩体水电工程地下洞室预裂爆破试验研究
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陈星艮 1 , 关富僳 2 , 付兆凯 1 , 纳小平 3 , 郝利军 3 , 李洪涛 1
爆破 | 矿岩爆破 2024,41(2): 67-74
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爆破 | 矿岩爆破 2024, 41(2): 67-74
裂隙发育岩体水电工程地下洞室预裂爆破试验研究
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陈星艮1 , 关富僳2, 付兆凯1, 纳小平3, 郝利军3, 李洪涛1
作者信息
  • 1.四川大学　水利水电学院，成都　610065
  • 2.四川水发勘测设计研究有限公司，成都　610065
  • 3.中国水利水电第五工程局有限公司，成都　610066

    • 陈星艮（2000-），男，硕士研究生，研究方向为水工结构工程，（E-mail）。

    CHEN Xing-gen (2000-), Male, Master's degree student, research interests in hydraulic structural engineering, (E-mail) .

通讯作者:

李洪涛（1979-），男，教授、博导，研究方向为工程爆破、水电水利工程施工技术，（E-mail）。
Experimental Study on Pre-splitting Blast of Underground Caverns in Fractured Rock Mass
Xing-gen CHEN1 , Fu-su GUAN2, Zhao-kai FU1, Xiao-ping NA3, Li-jun HAO3, Hong-tao LI1
Affiliations
  • 1.College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China
  • 2.Sichuan Water Development Investigation Design and Research Co., Ltd., Chengdu 610065, China
  • 3.Sinohydro Bureau 5 Co., Ltd., Chengdu 610066, China
出版时间: 2024-06-01 doi: 10.3963/j.issn.1001-487X.2024.02.009
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摘要
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硬梁包水电站地下厂房地质构造复杂，围岩裂隙发育，岩性杂乱，岩体具有“硬、碎、杂”特点，厂房开挖成型难度较大、预裂爆破效果差，为解决此问题，结合地下厂房第Ⅲ层中部拉槽施工预裂，开展了系统的爆破试验。初期试验中，预裂爆破线装药密度低于规范计算值近100 g/m的情况下，两侧边墙岩体在爆破后十分破碎，无法明显看到预裂孔的痕迹。开展的岩体声波测试和岩体完整性分析表明：厂房岩体全孔平均纵波速度为4.03 km/s，整体完整性差；岩体沿预裂孔轴向0~1.5 m、1.5~3.9 m、3.9~7.4 m深度的分段波速平均值分别为2.59 km/s、3.58 km/s、4.70 km/s，表现出在深度方向上的分段完整性差异。根据上述特点，在厂房开挖施工过程中，预裂爆破的平均单孔线装药密度取为0.123~0.284 kg/m，并针对不同深度选取不同的线装药密度，各分段采用小药卷均匀间隔装药，试验和应用效果良好，保证了壁面基本成型，半孔率显著提高。

地下洞室  /  裂隙发育岩体  /  预裂爆破  /  参数优化  /  装药结构

The geological structure of the Ying Liang-bao hydroelectric underground power-house is complex due to the development of surrounding rock fissures, messy lithology, and a rock body with "hard, broken, miscellaneous" characteristics. Excavation and molding pose difficulties while pre-splitting blasting has poor effects. To address this issue, we conducted a systematic blasting test combined with pre-splitting for central groove construction on layer III of the power-house. In initial tests, both sides of the wall exhibited significant breakage after blasting and traces of presplitting holes were not clearly visible when linear charge density was nearly 100 g/m lower than standardized calculation values. Acoustic testing data revealed that average longitudinal wave velocity in the rock mass body was 4.03 km/s indicating overall poor integrity. Additionally, segmental wave velocities along axial depths from 0~1.5 m, 1.5~3.9 m and 3.9~7.4 m were found to be 2.59 km/s, 3.58 km/s and 4.70 km/s respectively suggesting segmented integrity differences in depth direction. Based on these findings an average single-hole linear charge density for pre-splitting blasts during excavation was determined to be between 0.123~0.284 kg/m with different densities selected according to varying depths while small charge rolls were evenly spaced for each section. The results obtained through testing and application have been positive ensuring basic formation of wall surfaces while significantly increasing half-porosity levels.

underground cavern  /  fractured rock  /  pre-splitting blast  /  parameter optimization  /  charge structure
陈星艮, 关富僳, 付兆凯, 纳小平, 郝利军, 李洪涛. 裂隙发育岩体水电工程地下洞室预裂爆破试验研究. 爆破, 2024 , 41 (2) : 67 -74 . DOI: 10.3963/j.issn.1001-487X.2024.02.009
Xing-gen CHEN, Fu-su GUAN, Zhao-kai FU, Xiao-ping NA, Li-jun HAO, Hong-tao LI. Experimental Study on Pre-splitting Blast of Underground Caverns in Fractured Rock Mass[J]. Blasting, 2024 , 41 (2) : 67 -74 . DOI: 10.3963/j.issn.1001-487X.2024.02.009
正文
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随着西电东送、“双碳”目标等战略的陆续实施，西南地区已成为我国水电开发的中心[1,2]。西南地区河谷深、岸坡陡、构造应力高，地质条件复杂，因地形地质条件的限制，将引水和发电系统布置在山体内部的地下厂房成为了工程首选的布置形式[3,4]。对于大型水利水电工程，除地下厂房外，还包含调压室、主变洞、各种交通洞等大型洞室，多个洞室交错形成结构错综复杂的大型乃至超大型的地下厂房洞室群[5,6]。且随着装机容量的增加，地下洞室的规模也逐渐增大，往往伴随着断面大、跨度大、埋深大、高边墙和结构交叉的特点[7-9]。
大型地下洞室的开挖通常采用“两侧边墙预裂、中部梯段开挖”的施工方法，通过预裂爆破形成预裂缝，降低中部主爆区对边墙围岩的影响，起到减震阻裂作用，并保证岩体成型效果[10,11]。预裂爆破在地下洞室开挖施工中已取得良好应用效果，目前预裂爆破的设计施工一般参照相关规程或类似工程经验，但我国西部高山峡谷地区地下洞室受结构面及开挖卸荷等影响，裂隙岩体强度弱化，预裂爆破存在难以成型或效果不佳的问题[12,13]。硬梁包水电站地下厂房区域地质构造背景复杂，围岩裂隙发育，预裂爆破成型困难，为此开展了多场次爆破试验，进行了针对性的优化改进，获得了针对裂隙发育岩体地下洞室的预裂爆破设计及参数。
1　工程地质与岩石力学性质
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1.1　工程概况
硬梁包水电站位于四川省甘孜藏族自治州泸定县大渡河干流上，为四川省大渡河干流最新规划28级方案的第14级电站，上游为泸定水电站，下游梯级衔接大岗山水电站。硬梁包水电站为引水式开发电站，工程规模为二等大（2）型，采用混凝土闸和面板堆石坝、左岸引水系统、地下厂房的枢纽总布置方案。地下厂房总长196.9 m，顶拱跨度27.2 m，高67.15 m，岩锚吊车梁以上开挖宽度为27.2 m，以下宽度为24.4 m。岩锚梁岩台覆盖整个安装间及主机间，上、下游边墙平行布置。
根据地下厂房的结构特点、围岩地质条件和爆破控制等要求，同时考虑岩锚梁开挖及混凝土施工需要，主副厂房及安装间总体分7层开挖，其中第Ⅲ层为岩锚梁层，采取施工预裂、中部拉槽、两侧预留保护层开挖的施工方法。中部拉槽区分上、下两层，保护层分上、中、下三层，地下厂房第Ⅲ层开挖分层分区见图1。本爆破试验研究以硬梁包水电站主厂房第Ⅲ层中部开挖为基础开展。
1.2　工程地质条件
硬梁包水电站地处青藏高原东南部川西北丘状高原东南缘向四川盆地过渡地带，为川滇南北向构造带北端与北东向龙门山断褶带、北西向鲜水河断褶带和金汤弧形构造带的交接复合部位，区域地质构造背景复杂。
开挖揭露地下厂房地质条件复杂，构造裂隙发育，且岩石普遍存在绿帘石化面蚀变现象。地下厂房中的岩石主要以灰黑色闪长岩、灰白色花岗岩、绿色蚀变岩为主，岩性较杂乱。根据岩石强度试验测试得岩石抗压强度为24.05~129.13 MPa，岩石强度分布不均匀，软硬差异较大。同时地下厂房裂隙发育，多存在不利组合。在断层影响带、节理密集带、破碎带、分布广泛的成组缓倾角张开裂隙的影响下，岩体被切割得较破碎，具有“硬、碎、杂”特点（图2），对厂房开挖质量带来了很大的影响。厂房前期第Ⅱ层开挖过程中，做了大量的试验和尝试，但始终无法有效形成比较平整的边墙壁面，爆破后几乎无法见到预裂孔残孔。为解决预裂爆破难以成型的问题，在第Ⅲ层开挖时，结合中部拉槽施工预裂，开展了系统的爆破试验研究。
2　初期预裂爆破及效果
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2.1　爆破参数计算
预裂爆破的主要参数包括装药量、炮孔间距、炮孔直径、岩石抗压强度、抗拉强度及炸药性质等。目前，主要可将前四项参数建立定量的关系，用以推求预裂爆破中的装药量。其装药量定量关系应满足两个关键条件，即在预裂爆破中，应保证预裂孔间岩体所受的拉应力大于岩石的动态抗拉强度，以确保孔间预裂缝的形成；同时需要保证预裂孔周围岩体的有效应力小于岩石的动态抗压强度，以确保预裂孔周围的岩体不会产生大范围的压缩破坏，从而获得理想的预裂爆破效果[14]。
根据《水工建筑物地下工程开挖施工技术规范》DL/T 5099—2011建议[15]，对于极限抗压强度在10~150 MPa间的岩体可采用下式进行计算
式中：Q为预裂爆破的线装药密度，kg/m；R为岩石的极限抗压强度，MPa；r为预裂孔半径，mm。
地下厂房第Ⅲ层预裂爆破孔径100 mm，孔距设计为70 cm，线装药密度根据岩石抗压强度按上述公式估算，同时考虑到第Ⅱ层预裂爆破半孔率低、超欠挖严重和预裂面破坏等情况，实际使用过程中线装药密度相较于公式估算均相应降低。
2.2　试验参数
第1场次试验上游侧岩石抗压强度为30 MPa，采用193 g/m的线装药密度，下游侧岩石抗压强度为50 MPa，采用321 g/m的线装药密度；第2场次试验在岩石抗压强度为50 MPa处，采用243 g/m的线装药密度，在岩石抗压强度为40 MPa处，采用216 g/m的线装药密度。预裂爆破采用均匀间隔装药，使用单节300 g的ϕ 32 mm药卷加工制作装药药卷。初期预裂爆破试验参数及装药情况如表1所示。
2.3　试验效果
在第1场次预裂爆破试验中，尽管线装药密度在公式估算的基础上已经减少，但无论是上游侧或是下游侧，边墙岩体均在预裂爆破后十分破碎，无法明显看到岩体表面预裂孔的痕迹，预裂爆破效果差，如图3所示。
在第2场次预裂爆破试验中，进一步降低线装药密度，在岩石抗压强度50 MPa处，线装药密度由321 g/m减少到243 g/m，但两侧边墙岩体在预裂爆破后仍十分破碎，无法明显看到预裂孔的痕迹，仅有少数能见到半孔，预裂爆破效果差，如图4所示。但较之场次1而言，整体效果有所改善，后续考虑对线装药密度和装药结构进一步优化。
3　改进试验
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3.1　改进试验参数
根据前两场次爆破试验结果，预裂爆破的改进应考虑降低线装药密度和提高装药均匀程度。第3场次试验在上游侧岩石抗压强度为60 MPa处，节理面微张，泥质、岩屑充填，存在石化面蚀变现象，裂隙3组以上密集发育，以张开裂隙为主，岩体受裂隙切割较为破碎，采用263.5 g/m的线装药密度，在下游侧岩石抗压强度为50 MPa处，依旧采用243 g/m的线装药密度，但装药结构有所变化，上部使用1/4药卷均匀间隔装药，孔底装药量适当增大。第4场次试验，岩石抗压强度为50 MPa、60 MPa、70 MPa和80 MPa处分别采用243 g/m、263.5 g/m、283.8 g/m和304 g/m的线装药密度。改进试验的设计参数及装药情况如表2所示。
3.2　试验效果及分析
从第3场次预裂爆破试验结果来看，上游侧岩体孔口部分破坏严重，中下部稍好，已可见岩体表面有几处预裂孔孔痕，但整体预裂爆破效果不佳；而下游侧岩体预裂效果显著提高，岩体表面有明显的预裂孔半孔孔痕，但部分区域仍破碎严重，如图5所示。可见下游侧的线装药密度虽未改变，但在调整装药结构后，预裂爆破效果显著提高，而上游侧仍存在局部装药量过大导致岩石破坏严重的情况。
第4场次预裂爆破试验中，在装药更加均匀的情况下，上、下游侧的预裂爆破效果均明显提升，岩体表面有明显的预裂孔形状，半孔率显著提高，周围岩石的破坏情况也相对减少，如图6所示。
根据前四场次预裂爆破试验分析：前两场次爆破试验中，减小对应的装药量，但上、下游侧岩体在爆破后均十分破碎，而此时采用的线装药密度在工程经验中，已属于偏低的水平，说明预裂爆破中，预裂孔间贯穿裂缝还未形成时，周围岩体已经产生了大范围压缩破坏，该现象主要是岩体内发育的裂隙对其进行切割，岩体完整性变差、岩体强度大幅度降低所导致。而第三、四场次爆破试验中，在岩石抗压强度相同处，保证装药量不变的前提下，调整了装药结构，装药更均匀，使得预裂爆破成缝效果显著提高，且对周围岩石的破坏也有所减少。根据多个预裂孔残孔观察结果，孔口处岩体易产生较大程度破坏，而孔底处岩体仍存在成缝效果不佳的问题，相邻炮孔间难以形成贯穿裂缝，导致预裂孔虽然存在裂纹，但岩体无法裂开，底部存在一定程度的欠挖，如图7所示。
综合前四场次爆破试验结果可知，厂房不同区域和不同高程深度上，受裂隙切割和上层开挖卸荷及爆破影响，岩体完整性存在差异，从而对预裂爆破效果带来影响。因此，后续结合开挖后的地质素描和岩体声波检测，对岩体的完整性进行评价分析，为预裂爆破装药参数及结构设计提供依据。
4　爆破参数优化
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4.1　岩体声波检测和完整性分析
采用单孔声波检测法测试岩体的纵波速度，计算得到岩体的完整性系数，从而对岩体的完整程度进行评价[16]。检测孔使用已钻好的预裂孔，孔深7.4 m，上下游两侧沿施工预裂设计边线每间隔10~15 m取一个孔进行检测，测试中用水作为耦合剂。
检测的28个预裂孔的全孔平均纵波速度为4.03 km/s，孔内最大波速、最小波速的平均值分别为5.95 km/s与1.85 km/s，对应的完整性系数范围为0.09~0.96，岩体平均完整性差异大。岩体纵波速度沿预裂孔轴向基本符合从上至下增大的规律性变化，孔深0~1.5 m、1.5~3.9 m、3.9~7.4 m的分段波速平均值分别为2.59 km/s、3.58 km/s、4.70 km/s。进而，通过计算岩体完整性系数可知，厂房岩体整体完整性差，但基本遵循从上至下增强的规律，孔深0~1.5 m、1.5~3.9 m、3.9~7.4 m处对应的完整性系数分别为0.18、0.35、0.60，平均岩体完整性分别为较破碎、完整性差和较完整。除8个孔的岩体完整程度为完整和较完整外，剩余20个预裂孔的岩体完整程度为完整性差、较破碎和破碎。在测试过程中，有多个孔因裂隙发育，孔内漏水严重，需要保持大流量补水才能保证声波测试顺利进行，个别预裂孔漏水过于严重，中上部无法完成测试，说明厂房该部位岩体总体完整性差。
4.2　爆破试验装药及效果分析
根据前期爆破试验和岩体完整性评价结果，调整预裂爆破参数：根据测试的预裂孔轴向完整性程度分段、线装药密度由孔口至孔底逐步增大。本场次试验根据岩石强度和声波测试情况：试验部位岩石裂隙减少，波速提高，完整性明显增强，采用了324.3 g/m、337.8 g/m和344.6 g/m三种线装药密度，考虑到前期孔口破坏严重，将堵塞适当弱化，距孔口50~60 cm处塞入纸团后用钻孔岩粉堵塞。地下厂房第Ⅲ层的优化爆破试验的装药参数及装药情况见表3，结构如图8所示。
优化爆破试验上、下游侧预裂爆破效果如图9所示。在优化爆破试验中，下游侧预裂爆破效果进一步提升，大部分区域可见半孔，周围岩石破坏减少。上游侧因岩体被裂隙切割破碎，岩体仍然明显松动呈块状，但预裂爆破效果较之前试验明显改善，可见岩体表面有明显的半孔残留。试验结果表明：采用根据预裂孔轴向完整性程度分段、线装药密度由孔口至孔底方向逐步增大的预裂爆破装药结构，保证了壁面基本成型，减小了对岩体损伤破坏影响，满足工程施工要求。
5　工程应用及效果
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根据各孔声波检测和完整性系数统计，结合爆破试验成果以及岩石力学性能参数，岩锚梁层施工预裂的平均单孔线装药密度取为0.123~0.284 kg/m，采用根据预裂孔轴向完整性程度分段、线装药密度由孔口至孔底依次增大的装药结构。总体上孔深0~1.5 m、1.5~3.9 m、3.9~7.4 m处平均线装药密度分别采用0.136 kg/m、0.186 kg/m、0.245 kg/m，上部和中下部分别采用1/3ϕ 32 mm药卷和1/2 ϕ 32 mm药卷间隔装药，底部采用1~2节ϕ 32 mm药卷连续装药。实际施工中依据上述线装药密度和装药结构作为基础，再根据不同部位的岩体完整程度与破碎情况对装药参数进行优化。
在后续施工中，预裂爆破成缝效果良好，虽存在局部裂隙切割严重和未见明显预裂孔的区域，但在保证保护层边墙壁面基本成型的基础上，减小了对岩锚梁区域岩体的损伤破坏影响，保证了岩锚梁岩台的成型。
6　结论
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（1）硬梁包水电站地下厂房地处多构造带的交接复合部位，区域地质构造背景复杂，围岩裂隙发育，岩性杂乱，岩体具有“硬、碎、杂”特点。根据岩体声波检测结果，28个预裂孔的全孔平均纵波速度为4.03 km/s，岩体整体完整性差；岩体沿预裂孔轴向0~1.5 m、1.5~3.9 m、3.9~7.4 m深度的分段波速平均值分别为2.59 km/s、3.58 km/s、4.70 km/s，基本遵循完整性从上至下增强的规律。
（2）在硬梁包水电站地下厂房前期开挖过程中，做了大量的试验和尝试，装药量普遍低于规范计算值近100 g/m，但预裂爆破仍存在效果不佳的问题。为解决此问题，遵循降低线装药密度和提高装药均匀程度的思路，通过持续改进试验，使预裂爆破效果有所改善，但依旧存在上部破坏严重，下部预裂孔未能形成贯穿裂缝的情况。
（3）根据岩体声波测试、岩体完整性分析和前期爆破试验结果，开展了优化爆破试验，施工预裂的平均单孔线装药密度取0.123~0.284 kg/m，并针对不同深度选取不同的线装药密度，各分段采用小药卷均匀间隔装药，取得了良好的预裂爆破效果，并将此方法推广至厂房开挖过程中，实际应用效果良好。
基金
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  • 国家重点研发计划项目(2023YFC3008305)
  • 四川省国际科技合作计划项目(2022YFH0078)
  • 国家自然科学基金项目(51809188)
文献
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2024年第41卷第2期
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文章信息
doi: 10.3963/j.issn.1001-487X.2024.02.009
  • 接收时间：2023-09-22
  • 首发时间：2026-03-20
  • 出版时间：2024-06-01
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  • 收稿日期：2023-09-22
基金
National Key R&D Program of China(2023YFC3008305)
国家重点研发计划项目(2023YFC3008305)
Sichuan Provincial International Science and Technology Collaboration & Innovation Project(2022YFH0078)
四川省国际科技合作计划项目(2022YFH0078)
National Natural Science Foundation of China(51809188)
国家自然科学基金项目(51809188)
作者信息
    1.四川大学　水利水电学院，成都　610065
    2.四川水发勘测设计研究有限公司，成都　610065
    3.中国水利水电第五工程局有限公司，成都　610066

通讯作者:

李洪涛（1979-），男，教授、博导，研究方向为工程爆破、水电水利工程施工技术，（E-mail）。
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https://castjournals.cast.org.cn/joweb/bp/CN/10.3963/j.issn.1001-487X.2024.02.009
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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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