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Article(id=1241046469587825044, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241046461174043350, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2025.01.020, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1713715200000, receivedDateStr=2024-04-22, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773818135878, onlineDateStr=2026-03-18, pubDate=1750348800000, pubDateStr=2025-06-20, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773818135878, onlineIssueDateStr=2026-03-18, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773818135878, creator=13701087609, updateTime=1773818135878, 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=166, endPage=174, ext={EN=ArticleExt(id=1241046470225359265, articleId=1241046469587825044, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Vibration Response and Safety Control of Frame-shear Structure Adjacent to Mine Blasting, columnId=1240702076553065119, journalTitle=Blasting, columnName=BLASTING SAFETY, runingTitle=null, highlight=null, articleAbstract=

The impact of blasting vibration on surrounding buildings has been widely concerned. Based on the deep hole bench blasting project of Changtan Open-pit Coal Mine, the characteristics of the adjacent 11-story frame-shear structure office building are comprehensively analyzed. After several blasting vibration tests, the distribution characteristics of vibration velocity and main frequency in different directions were analyzed. The significance of elevation difference on vibration velocity in various directions was obtained through single-factor analysis. Finally, based on the dimensional analysis method, a vibration velocity prediction model under the influence of multiple factors was studied, proposed, and applied to the blasting safety charge design. The main conclusions are as follows: with the increase of floors, the primary vibration direction changes from horizontal radial (X) to horizontal tangential (Y), and finally to vertical (Z). In most working conditions, the PPVx and PPVy are not more than 0.17 cm/s and 0.213 cm/s, respectively, and the elevation has little influence. The PPVz is concentrated in 0.05~0.41 cm/s, and the elevation amplification effect is significant in 7~11 layers. The maximum charge per delay, total charge amount, and horizontal distance are substantial for the three-axis PPVs. The elevation difference is not significant for the PPVx but significant for the PPVy and PPVz. The main vibration frequency is concentrated in 3~12 Hz, and some reach 16~30 Hz. Based on the vibration prediction model for the office building, combined with the blasting safety regulations and the blasting parameters under the most dangerous working conditions, the total charge of the bottom blasting should be within 10 267 kg, and the total charge of the deep hole bench blasting should be between 8268~8883 kg.

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ZHOU Chuan-bo (1963-), male, Anhui, professor, mainly engaged in research on geotechnical engineering and engineering blasting, (E-mail) .
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爆破振动对周边建（构）筑的影响一直受到广泛关注。以长滩露天煤矿深孔台阶爆破工程为背景，综合分析邻近11层框剪结构办公楼特点，经过多次爆破振动测试，分析了不同方向下振动速度及主频的分布特征，结合单因素分析得到高程差对不同方向振动速度的显著程度，最后基于量纲分析法研究并提出了多因素影响下的振速预测模型，并应用于爆破安全药量控制设计。主要结论如下：随着楼层的升高，主振方向由水平径向（X）变为水平切向（Y），最后变为垂向（Z）；多数工况X轴与Y轴振速分别不大于0.17、0.213 cm/s，高程影响较小；Z轴振速集中在0.05~0.41 cm/s，高程放大效应在7~11层表现显著；对于三轴振动速度，最大单段药量、总药量及水平距离均具有显著性，高程差对X轴振速不具有显著性，对Y轴及Z轴具有显著性。振动主频集中在3~12 Hz，部分达到了16~30 Hz。基于办公楼振速预测模型，结合爆破安全规程及最危险工况下的爆破参数，拉底爆破总药量应控制在10 267 kg之内，深孔台阶爆破总药量应控制在8268~8883 kg之间。

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周传波（1963-），男，安徽人，教授、博士，从事岩土工程、工程爆破方面的研究，（E-mail）。
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杨玉民（1997-），男，江西人，博士研究生，主要从事地下建筑、工程爆破方面研究，（E-mail）。

YANG Yu-min (1997-)，male, Jiangxi, Ph. D Student, mainly engaged in research on underground construction and engineering blasting, (E-mail) .

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杨玉民（1997-），男，江西人，博士研究生，主要从事地下建筑、工程爆破方面研究，（E-mail）。

YANG Yu-min (1997-)，male, Jiangxi, Ph. D Student, mainly engaged in research on underground construction and engineering blasting, (E-mail) .

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杨玉民（1997-），男，江西人，博士研究生，主要从事地下建筑、工程爆破方面研究，（E-mail）。

YANG Yu-min (1997-)，male, Jiangxi, Ph. D Student, mainly engaged in research on underground construction and engineering blasting, (E-mail) .

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(in Chinese), articleTitle=Effect of millisecond blasting vibration in open-pit mine on the multi-storey building, refAbstract=null), Reference(id=1241057564117496184, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, doi=null, pmid=null, pmcid=null, year=2011, volume=32, issue=3, pageStart=820, pageEnd=824, url=null, language=null, rfNumber=[14], rfOrder=26, authorNames=唐海, 李海波, journalName=岩土力学, refType=null, unstructuredReference=唐海, 李海波. 反映高程放大效应的爆破振动公式研究[J]. 岩土力学, 2011, 32(3): 820-824., articleTitle=反映高程放大效应的爆破振动公式研究, refAbstract=null), Reference(id=1241057564201382265, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, doi=null, pmid=null, pmcid=null, year=2011, volume=32, issue=3, pageStart=820, pageEnd=824, url=null, language=null, rfNumber=[14], rfOrder=27, authorNames=TANG Hai, LI Hai-bo, journalName=Rock and Soil Mechanics, refType=null, unstructuredReference=TANG Hai, LI Hai-bo. Study of blasting vibration formula of reflecting amplification effect on elevation[J]. Rock and Soil Mechanics, 2011, 32(3): 820-824. (in Chinese), articleTitle=Study of blasting vibration formula of reflecting amplification effect on elevation, refAbstract=null), Reference(id=1241057564314628475, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[15], rfOrder=28, authorNames=国家安全生产监督管理总局, journalName=null, refType=null, unstructuredReference=国家安全生产监督管理总局. GB6722—2014 爆破安全规程[S]. 北京: 中国标准出版社, 2015., articleTitle=null, refAbstract=null), Reference(id=1241057564415291771, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[15], rfOrder=29, authorNames=State Administration of Work Safety, journalName=null, refType=null, unstructuredReference=State Administration of Work Safety. GB6722—2014 Safety regulations for blasting[S]. Beijing: China Standards Press, 2015. (in Chinese), articleTitle=null, refAbstract=null)], funds=[Fund(id=1241057560002883890, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, awardId=41972286, language=EN, fundingSource=Project supported by National Natural Science Foundation of China(41972286), fundOrder=null, country=null), Fund(id=1241057560120324409, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, 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=1241057546388173732, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, xref=1., ext=[AuthorCompanyExt(id=1241057546396562340, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, companyId=1241057546388173732, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.Faculty 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ArticleFig(id=1241057558870421768, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=EN, label=Table 1, caption=

Blasting parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
工况最大单段药量/kg总药量/kg水平距离/m
E40B1N17515 1041083.00
E30B2N1424792745.88
E15B2N13318 512798.00
E40B1N2624648777.00
E45B1N111617 936397.00
E15B1N111613 440482.00
E45B1N21338096382.00
E45B1N311617 936702.00
E45B1N411617 936494.00
E60B2N13314641167.89
E55B1N111611 1921340.49
E70B1N17524081565.39
E15B1N211614 560570.00
E30B1N1958384578.00
E30B1N2958384578.00
E30B1N3958384578.00
E70B1N19512 3681134.49
E70B1N27937441326.99
E40B1N3759296729.36
), ArticleFig(id=1241057558929142029, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=CN, label=表1, caption=

爆破参数

, figureFileSmall=null, figureFileBig=null, tableContent=
工况最大单段药量/kg总药量/kg水平距离/m
E40B1N17515 1041083.00
E30B2N1424792745.88
E15B2N13318 512798.00
E40B1N2624648777.00
E45B1N111617 936397.00
E15B1N111613 440482.00
E45B1N21338096382.00
E45B1N311617 936702.00
E45B1N411617 936494.00
E60B2N13314641167.89
E55B1N111611 1921340.49
E70B1N17524081565.39
E15B1N211614 560570.00
E30B1N1958384578.00
E30B1N2958384578.00
E30B1N3958384578.00
E70B1N19512 3681134.49
E70B1N27937441326.99
E40B1N3759296729.36
), ArticleFig(id=1241057559025611025, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=EN, label=Table 2, caption=

Table of regression coefficients

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振速方向因素标准化系数 T值 P值是否具有显著性
X轴最大单段药量0.4946.276<0.001具有
总药量0.1712.1070.038具有
水平距离－0.515－5.933<0.001具有
高程差－0.071－0.9090.366不具有
Y轴最大单段药量0.4976.275<0.001具有
总药量0.2402.9300.004具有
水平距离－0.463－5.290<0.001具有
高程差0.1571.9900.05具有
Z轴最大单段药量0.3603.647<0.001具有
总药量0.2892.8330.006具有
水平距离－0.447－4.090<0.001具有
高程差0.1822.1330.018具有
), ArticleFig(id=1241057559122080018, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=CN, label=表2, caption=

回归系数表

, figureFileSmall=null, figureFileBig=null, tableContent=
振速方向因素标准化系数 T值 P值是否具有显著性
X轴最大单段药量0.4946.276<0.001具有
总药量0.1712.1070.038具有
水平距离－0.515－5.933<0.001具有
高程差－0.071－0.9090.366不具有
Y轴最大单段药量0.4976.275<0.001具有
总药量0.2402.9300.004具有
水平距离－0.463－5.290<0.001具有
高程差0.1571.9900.05具有
Z轴最大单段药量0.3603.647<0.001具有
总药量0.2892.8330.006具有
水平距离－0.447－4.090<0.001具有
高程差0.1822.1330.018具有
), ArticleFig(id=1241057559243714839, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=EN, label=Table 3, caption=

Factors and dimensions affecting blasting vibration speed

, figureFileSmall=null, figureFileBig=null, tableContent=
影响因素量纲影响因素量纲
最大单段药量Q1 M延时时间t T
总药量Q2 M传播介质密度ρ ML－3
水平距离R L传播介质的波速c LT－1
高程差H L振动速度v LT－1
), ArticleFig(id=1241057559352766746, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=CN, label=表3, caption=

爆破振动速度影响因素及量纲

, figureFileSmall=null, figureFileBig=null, tableContent=
影响因素量纲影响因素量纲
最大单段药量Q1 M延时时间t T
总药量Q2 M传播介质密度ρ ML－3
水平距离R L传播介质的波速c LT－1
高程差H L振动速度v LT－1
), ArticleFig(id=1241057559453430048, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=EN, label=Table 4, caption=

Fitting results

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系数值标准误差 t值概率>|t| R2
K1.4×1094.2×1090.3360.738 
α10.1160.0244.7930.563 
α20.6230.4041.5410.0890.829
α32.6951.0982.4550.434 
α42.0361.9191.0610.629 
), ArticleFig(id=1241057559554093347, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=CN, label=表4, caption=

拟合结果

, figureFileSmall=null, figureFileBig=null, tableContent=
系数值标准误差 t值概率>|t| R2
K1.4×1094.2×1090.3360.738 
α10.1160.0244.7930.563 
α20.6230.4041.5410.0890.829
α32.6951.0982.4550.434 
α42.0361.9191.0610.629 
), ArticleFig(id=1241057559637979432, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=EN, label=Table 5, caption=

Total blasting charge under different allowed vibration velocities and maximum charge per delay

, figureFileSmall=null, figureFileBig=null, tableContent=
安全控制振速/(cm·s－1)爆破总药量/kg
Q1＝30 kg Q1＝80 kg Q1＝130 kg
0.1323279260
0.2783677630
0.3131411371058
0.4189816421528
0.5252321832032
0.6318527562565
0.7387833553123
0.8460039793704
0.9534746254305
1.0611752924926
1.1690959775563
1.2772166806217
1.3855273996887
1.4940181337571
1.510 26788838268
1.611 15096468979
1.712 04810 4239702
1.812 96011 21210 437
1.913 88712 01411 183
2.014 82712 82811 940
), ArticleFig(id=1241057559742837036, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241046469587825044, language=CN, label=表5, caption=

不同安全控制振速及最大单段药量条件下爆破总炸药量

, figureFileSmall=null, figureFileBig=null, tableContent=
安全控制振速/(cm·s－1)爆破总药量/kg
Q1＝30 kg Q1＝80 kg Q1＝130 kg
0.1323279260
0.2783677630
0.3131411371058
0.4189816421528
0.5252321832032
0.6318527562565
0.7387833553123
0.8460039793704
0.9534746254305
1.0611752924926
1.1690959775563
1.2772166806217
1.3855273996887
1.4940181337571
1.510 26788838268
1.611 15096468979
1.712 04810 4239702
1.812 96011 21210 437
1.913 88712 01411 183
2.014 82712 82811 940
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矿山爆破邻近框剪结构振动响应及安全性控制
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杨玉民 1 , 赵茉溪 1 , 周传波 1 , 张升 2 , 贺广龙 2 , 郝润华 3 , 张玉琦 1
爆破 | 安全与管理 2025,42(1): 166-174
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爆破 | 安全与管理 2025, 42(1): 166-174
矿山爆破邻近框剪结构振动响应及安全性控制
全屏
杨玉民1 , 赵茉溪1, 周传波1 , 张升2, 贺广龙2, 郝润华3, 张玉琦1
作者信息
  • 1.中国地质大学（武汉）　工程学院，武汉　430074
  • 2.内蒙古生力中伟爆破有限责任公司，鄂尔多斯　010300
  • 3.鄂尔多斯市公安局　治安管理支队　危管大队，鄂尔多斯　017001

    • 杨玉民（1997-），男，江西人，博士研究生，主要从事地下建筑、工程爆破方面研究，（E-mail）。

    YANG Yu-min (1997-)，male, Jiangxi, Ph. D Student, mainly engaged in research on underground construction and engineering blasting, (E-mail) .

通讯作者:

周传波（1963-），男，安徽人，教授、博士，从事岩土工程、工程爆破方面的研究，（E-mail）。
Vibration Response and Safety Control of Frame-shear Structure Adjacent to Mine Blasting
Yu-min YANG1 , Mo-xi ZHAO1, Chuan-bo ZHOU1 , Sheng ZHANG2, Guang-long HE2, Run-hua HAO3, Yu-qi ZHANG1
Affiliations
  • 1.Faculty of Engineering, China University of Geosciences (Wuhan), Wuhan 430074, China
  • 2.Inner Mongolia Shengli Zhongwei Blast Co., Ltd., Ordos 010300, China
  • 3.Ordos Public Security Bureau Public Security Management Detachment Dangerous Management Brigade, Ordos 017001, China
出版时间: 2025-06-20 doi: 10.3963/j.issn.1001-487X.2025.01.020
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摘要
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爆破振动对周边建（构）筑的影响一直受到广泛关注。以长滩露天煤矿深孔台阶爆破工程为背景，综合分析邻近11层框剪结构办公楼特点，经过多次爆破振动测试，分析了不同方向下振动速度及主频的分布特征，结合单因素分析得到高程差对不同方向振动速度的显著程度，最后基于量纲分析法研究并提出了多因素影响下的振速预测模型，并应用于爆破安全药量控制设计。主要结论如下：随着楼层的升高，主振方向由水平径向（X）变为水平切向（Y），最后变为垂向（Z）；多数工况X轴与Y轴振速分别不大于0.17、0.213 cm/s，高程影响较小；Z轴振速集中在0.05~0.41 cm/s，高程放大效应在7~11层表现显著；对于三轴振动速度，最大单段药量、总药量及水平距离均具有显著性，高程差对X轴振速不具有显著性，对Y轴及Z轴具有显著性。振动主频集中在3~12 Hz，部分达到了16~30 Hz。基于办公楼振速预测模型，结合爆破安全规程及最危险工况下的爆破参数，拉底爆破总药量应控制在10 267 kg之内，深孔台阶爆破总药量应控制在8268~8883 kg之间。

框剪结构  /  现场监测  /  振动响应  /  高程效应  /  安全性评价

The impact of blasting vibration on surrounding buildings has been widely concerned. Based on the deep hole bench blasting project of Changtan Open-pit Coal Mine, the characteristics of the adjacent 11-story frame-shear structure office building are comprehensively analyzed. After several blasting vibration tests, the distribution characteristics of vibration velocity and main frequency in different directions were analyzed. The significance of elevation difference on vibration velocity in various directions was obtained through single-factor analysis. Finally, based on the dimensional analysis method, a vibration velocity prediction model under the influence of multiple factors was studied, proposed, and applied to the blasting safety charge design. The main conclusions are as follows: with the increase of floors, the primary vibration direction changes from horizontal radial (X) to horizontal tangential (Y), and finally to vertical (Z). In most working conditions, the PPVx and PPVy are not more than 0.17 cm/s and 0.213 cm/s, respectively, and the elevation has little influence. The PPVz is concentrated in 0.05~0.41 cm/s, and the elevation amplification effect is significant in 7~11 layers. The maximum charge per delay, total charge amount, and horizontal distance are substantial for the three-axis PPVs. The elevation difference is not significant for the PPVx but significant for the PPVy and PPVz. The main vibration frequency is concentrated in 3~12 Hz, and some reach 16~30 Hz. Based on the vibration prediction model for the office building, combined with the blasting safety regulations and the blasting parameters under the most dangerous working conditions, the total charge of the bottom blasting should be within 10 267 kg, and the total charge of the deep hole bench blasting should be between 8268~8883 kg.

frame-shear structure  /  on-site monitoring  /  vibration response  /  elevation effect  /  safety evaluation
杨玉民, 赵茉溪, 周传波, 张升, 贺广龙, 郝润华, 张玉琦. 矿山爆破邻近框剪结构振动响应及安全性控制. 爆破, 2025 , 42 (1) : 166 -174 . DOI: 10.3963/j.issn.1001-487X.2025.01.020
Yu-min YANG, Mo-xi ZHAO, Chuan-bo ZHOU, Sheng ZHANG, Guang-long HE, Run-hua HAO, Yu-qi ZHANG. Vibration Response and Safety Control of Frame-shear Structure Adjacent to Mine Blasting[J]. Blasting, 2025 , 42 (1) : 166 -174 . DOI: 10.3963/j.issn.1001-487X.2025.01.020
正文
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为了尽快达到生产要求，现阶段的露天矿山开采爆破多采用深孔、大药量的方式进行，这也导致矿山爆破带来的爆破振动往往较为强烈。振动作为爆破工程最为直接的危害之一[1]，一直受到广泛关注，特别是大跨度、高楼层的框剪结构，还会因高程差出现高程放大效应[2]，使得高楼层建筑物更易产生损害。
针对爆破振动作用下框剪结构的动力响应特征，许多学者从理论推导[3，4]、试验分析[5，6]、数值模拟等各方面做了大量的研究[7，8]。王林台等建立Simulink仿真模型发现建筑物振动速度主要呈现垂向>纵向>切向的分布规律[9]，且振速随楼层升高呈现波动的变化特征。张玉琦等结合爆破安全控制标准[10]，得到最不利工况，并利用LSDYNA计算分析了高层建筑结构振速与应力的空间分布情况。于蕾通过监测发现低频与高频对振速分布特征的影响是不同的[11]，其中低频更易产生高程放大效应，并对不同建筑物提出了不同的安全控制标准。姜德义等对爆破现场监测得到的数据进行回归分析[12]，从振速及频率两个角度对地面建筑物的安全性进行全面分析，给爆破施工提供了重要的参考作用。操鹏等总结归纳高层建筑振动速度与谐波频率在不同楼层间的分布特征[13]，研究延时时间对高层建筑的影响。
以长滩露天煤矿露天深孔台阶剥离爆破工程为背景，综合分析邻近内蒙古汇能煤电集团有限公司11层框剪结构办公楼特点，经过多次爆破振动测试，分析了不同方向下振动速度及主频的分布特征。由于高程效应的影响，传统的萨道夫斯基公式已不再适用，且现阶段所使用的数码延时雷管可以将延时时间进一步细化并精准控制，导致爆破振动速度同时受到最大单段药量和爆破总药量的控制，基于此本文通过量纲分析法研究并提出了多因素影响下的办公楼振动速度预测模型，以最危险工况下的爆破参数及1.5 cm/s的安全控制振速为条件，提出了拉底爆破与深孔台阶爆破的安全总药量，为工程现场爆破安全设计提供依据。
1　工程概况
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1.1　工程背景
长滩露天煤矿位于准格尔煤田南部详查区西南部，矿田位于鄂尔多斯黄土高原东部，属典型的黄土高原地貌。矿区最上方地层为第四系，层内的岩土包含全新统的近代风积沙和上更新统马兰组的浅黄色黄土，风积沙厚约0~5 m、黄土层厚度变化较大一般为0~124 m，平均深度为22.07 m左右，黄土层下方有0~3 m的砂砾岩层，砂砾岩层下方为上石盒子组的紫红色砂质泥岩、灰绿色粉砂岩，中间夹有灰绿色、灰白色中粗粒砂岩。邻近长滩露天煤矿爆区现场为内蒙古汇能煤电集团有限公司办公楼，结构主体为框剪结构，地上11层，裙房为框架结构，地上3层，主体建筑高度为49.65 m。办公楼与采矿区空间位置关系如图1所示。
1.2　爆破设计方案
截至试验为止，长滩煤矿主要开采1115~1070平盘的砂岩地层，爆破开挖的岩石种类主要为砂质泥岩，根据现场爆破设计资料，长滩露天矿深孔台阶爆破采用的爆破参数为：孔径110 mm，孔深10~12 m，超深1.5 m，孔距6 m，排距5 m，采用矩形布孔方式，最小抵抗线为3 m，炮孔装药长度7~12 m、堵塞长度为2.5 m，采用逐孔延时起爆，延期时间为孔间25 ms、排间65 ms。监测期间共进行19组试验，各个爆破工况所处矿区位置可见图1，各工况与办公楼之间的水平距离及爆破药量见表1。以“EiBiNi”来表示各工况，其中Ei表示爆破试验所处平盘位置的海拔，如E40表示爆破试验所处平盘位置的海拔为1140 m，Bi表示爆破类型，其中B1表示深孔台阶爆破，B2表示拉底爆破，Ni表示第i次爆破。
2　爆破振动结果分析
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2.1　爆破监测方案
为控制露采区台阶爆破对邻近办公楼产生的负面影响，监测爆破振动速度为主要手段，监测仪器采用成都中科测控有限公司生产的TC－4850型爆破振动监测仪器。本次监测方案设置监测点位分别位于：办公楼1楼F1、3楼F3、5楼F5、7楼F7、9楼F9、11楼F11的强电间内，如图2所示。传感器三轴方向布置如图3所示，其中X轴为水平径向方向，Y轴为水平切向方向，Z轴为垂向方向。
2.2　振动速度分布特征
按楼层顺序以及方向对监测数据进行统计分析，如图4所示，其中由于楼层5的Z轴数据未采集到，故不予以进行对比分析。
由图4可知，不同楼层的振速分布区别较大，主要集中在0~0.35 cm/s，7~11层部分工况数据达到了0.6~0.7 cm/s。在办公楼1层时，监测点的三轴平均振动速度大小关系为X>Y>Z，但是数值相差不大，主振方向为X轴。而随着楼层的增高，办公楼三轴平均振动速度大小关系出现明显的变化，其中3层为Y>X>Z，7层及9层均为Z>X>Y，11层为Z>Y>X。可见随着楼层的升高，楼层的主振方向由X轴(1层)变为Y轴(3层)，最后又变为Z轴(7~11层)。
2.2.1　水平径向振速分布特征
统计19组工况的X轴振速进行分析，绘制不同楼层下X轴振速的分布图，如图5所示。除E45B1N2工况外，各工况X轴振动速度处于较低水平，集中在0.01~0.17 cm/s，且不同楼层间无明显差别。各工况X轴振速在不同楼层的分布特征不一致，随着楼层的升高，大多数工况X轴振速整体上呈现减小－增大－减小的趋势。拉底爆破的X轴振动速度整体略小于深孔台阶爆破。
为了进一步明晰X轴振动速度的变化特征，排除部分未测到数据工况的干扰，绘制X轴平均振动速度分布图，见图6。随着楼层的升高，X轴平均振动速度先减小、后增大、再减小、最后增大，呈现波动的分布规律，整体数值还是以F1监测点的X轴平均振动速度最大，为0.131 cm/s，说明高程对X轴振动速度的影响较小，随着楼层的升高，X轴振动速度整体上呈现衰减趋势，其中最小值为F9的0.108 cm/s。
2.2.2　水平切向振速分布特征
统计19组工况的Y轴振速进行分析，绘制各楼层下Y轴振速的分布图，如图7所示。E30B1N3、E15B1N2、E45B1N2及E45B1N1四个工况振速整体偏大，存在多个楼层的Y轴振动速度超过了0.24 cm/s，其余工况振速集中在0.01~0.213 cm/s之间，其中处于0.01~0.155 cm/s的工况占大多数。各工况Y轴振速在不同楼层的分布特征不一致，大多数工况下的Y轴振速整体上表现为增大－减小－增大的变化趋势。拉底爆破的Y轴振动速度与大多数深孔台阶爆破工况相差不大。
排除部分不合理工况，统计各楼层Y轴平均振动速度，进一步分析Y轴振速变化特征，见图8。F1、F5及F9的Y轴平均振动速度接近相等，在0.08 cm/s左右，与1层相比，F3及F11的Y轴平均振动速度均明显增大，分别达到了0.105 cm/s及0.150 cm/s，而F9的Y轴平均振动速度为0.061 cm/s，小于F1。Y轴振速受到高程的影响较为明显，尤其是在F11。
2.2.3　垂向振速分布特征
统计19组工况的Z轴振速进行分析，绘制各楼层下Z轴振速的分布图，如图9所示。相比较于X轴与Y轴，Z轴振动速度分布规律最为明显，随着高程的升高，绝大多数工况的Z轴振速明显增大，存在着明显的高程放大效应，尤其是在F7、F9及F11。其中F1及F3的Z轴振速集中在0.01~0.14 cm/s，而从F7开始，Z轴振速集中在0.05~0.41 cm/s，且大多数工况Z轴振速达到了0.14 cm/s以上，最大值达到0.661 cm/s。拉底爆破的Z轴振动速度明显小于深孔台阶爆破。
为了进一步明晰Z轴振动速度的变化情况，通过对比其他楼层与一层振速来进行分析，如图10所示。随着楼层的升高，Z轴振动速度呈现为不断增大，说明高程对Z轴振动速度的影响是非常显著的，高程效应非常明显，尤其是F7、F9及F11，Z轴平均振动速度分别为0.114、0.128及0.139 cm/s，相比于F1的0.060 cm/s，分别扩大了0.906、1.141及1.338倍，属于重点监测对象。
2.2.4　不同因素对振速的显著性分析
影响爆破振动速度的因素有很多，本文选取最大单段药量、总药量、水平距离以及高程差为四个主要考虑因素，采用SPSS对监测数据进行多元回归线性分析，并通过标准化回归系数分析不同因素对爆破振动速度的影响程度，结果如表2所示。
在回归分析中，P<0.05，则说明自变量对因变量具有显著性，为显著因素，反之则不具备显著性，其中当P<0.001时，自变量对因变量具有高显著性，为高显著因素。由表2分析可知，对于三轴振动速度，最大单段药量、总药量及水平距离均具有显著性，其中最大单段药量及水平距离均为高显著因素，总药量为显著因素。高程差对X轴振动速度不具有显著性，但是对Y轴及Z轴具有显著性。
从标准化系数的大小关系来看，不同因素对X轴及Z轴振动速度的影响程度顺序均为：水平距离>最大单段药量>总药量>高程差，不同因素对Y轴振动速度的影响程度顺序均为：最大单段药量>水平距离>总药量>高程差。
从标准化系数的正负关系来看，最大单段药量和总药量与爆破振动速度均呈现正相关关系，水平距离与爆破振动速度呈现负相关关系。随着高程差的增大，整体上X轴振动速度呈现减小的趋势，而Y轴及Z轴振动速度呈现增大的趋势。
2.3　振动主频分布特征
目前针对爆破振动速度的研究相对成熟，然而随着针对爆破振动危害控制的要求越来越严格，发现仅仅以爆破振动速度作为爆破安全的评判标准是远远不够的，振动主频的影响也同样不可忽视，因此研究爆破过程中爆破振动主频的分布特征是极其必要的。将此次监测得到的振动主频按不同工况不同楼层进行气泡图的绘制，其中气泡的大小以及颜色均代表振动主频的数值大小，如图11所示。
由图11可知，各楼层振动主频主要集中在3~12 Hz，部分楼层的主频达到了16~30 Hz。随着楼层的升高，振动主频的数值发生波动变化，整体上看F3主频是最小的，集中在3~9 Hz，相比较于F1，F7、F9及F11均存在主频超过18 Hz的工况，整体略大于1层。为了进一步明晰主频的变化特征，排除一些未测到数据工况的干扰，绘制平均主频分布图，如图12所示。
分析图12可知，随着楼层的升高，各楼层平均主频先减小、后增大、再较小、最后缓慢增大，呈波动分布，其中F7的主频整体最大，为9.323 Hz，F3的主频整体最小，为6.695 Hz。说明高程差对主频的大小分布是存在一定影响的，当高程差较小时，主频的变化相对较大，急剧减小后又迅速增大，当高程差较大时，主频变得相对稳定，集中在8.5~9 Hz，但仍大于F1的主频。
3　多因素影响下爆破振动安全控制
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3.1　基于量纲分析法的爆破振动预测模型
在我国工程实践中，一般采用萨道夫斯基公式来预测爆破振动峰值质点速度。
式中：v为爆破振动峰值质点速度，cm/s；k为与岩石性质、地形条件有关的系数；Q为装药量，kg；R为爆心距，m；α为衰减系数。
传统的萨道夫斯基公式主要用于地形平整的爆破工程振速预测。当监测点与爆破现场存在高程差时，监测点测得的振动速度就会存在一个明显的高程放大效应，导致传统萨道夫斯基公式不再适用[14]。此外，矿山生产爆破一般包含拉底爆破以及深孔台阶爆破两种，其中拉底爆破的最大单段药量一般远小于深孔台阶爆破，导致两者的爆源特征存在较大区别，进而影响爆破地震波在矿山边坡岩体内传播过程中的衰减规律。因此，通过量纲分析法提出一种考虑多种因素共同影响的爆破振动预测模型成为一个有效的方式，具体影响因素如下表3所示，其中L代表长度的量纲，T代表时间的量纲，M代表质量的量纲。
由量纲分析白金汉定理(π定理)，振动速度v可表示为
根据π定理，其中独立量纲取为Q2、R、c，则有如下无量纲数
由于不同无量纲数的乘积和乘方仍为无量纲数，根据上述无量纲数，可进一步构造无量纲数如下
假设上述无量纲数满足如下关系
将各个π值的含义代入式5可得
假设上述参量满足下述关系
对于同一片区域，介质的ρ和c是确定的，属于已知的常数，此外，该工程中延时时间也为不变值，因此式(7)可进一步简化为式(8)
式中，K＝。
3.2　爆破振动速度预测及安全控制药量
通过爆破振动结果的分析可知，Z轴振动速度要大于X轴与Y轴振动速度，且Z轴受到高程放大效应最为显著，属于最不安全方向，故以Z轴振速的安全控制为主。排除明显不合理的几组工况数据，利用公式(8)分别对Z轴振动速度进行拟合，拟合结果参数如表4所示。
Z轴振动预测模型如式(9)所示
从表4的结果可知，Z轴振动速度拟合得到的R2为0.829，其结果相对可靠，可用于矿区振动安全控制指导。基于本工程的爆破设计方案，拉底爆破的最大单段药量为30 kg，深孔台阶爆破的最大单段药量为80~130 kg，基于最危险工况的参数，即矿区与办公楼之间水平距离R最小为320 m，F11高程差H最小为65.9 m，绘制单次爆破炸药总药量与安全控制振速的关系曲线，如图13所示。
由图13可知，不同安全控制振速下爆破总药量也不同，其中安全振速与总药量呈现正相关关系。不同安全控制振速及最大单段药量条件下爆破总药量最大值具体可见表5。由《爆破安全规程》[15](GB 6722—2014)可知，当一般建(构)物的现场实测振动波形频率不大于10 Hz时，质点安全振动速度最大值范围为1.5~2 cm/s，故以安全振速为1.5 cm/s为准，则拉底爆破的最大爆破总药量为10267 kg，深孔台阶爆破的最大爆破总药量为8268~8883 kg。
4　结论
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以长滩煤矿爆破工程为背景，全面分析了矿区办公楼在爆破振动作用下的动力响应特征，得到以下主要结论：
(1)随着楼层的升高，主振方向由X轴(1层)转向Y轴(3层)，最后又转向Z轴(7~11层)。振动速度主要集中在0~0.35 cm/s，7~11层部分工况数据达到了0.6~0.7 cm/s。X轴振动速度主要集中在0.01~0.17 cm/s，整体上呈现衰减趋势，波动分布。Y轴振速主要集中在0.01~0.213 cm/s，整体上呈现先增大、后减小、再增大的变化趋势。Z轴振速主要集中在0.01~0.41 cm/s，随着楼层的升高，Z轴振速不断增大，其中放大效应在7层、9层及11层表现得最为明显。高程效应对各个方向的影响程度为Z轴>Y轴>X轴。
(2)对于三轴振动速度，最大单段药量、总药量及水平距离均具有显著性，高程差对X轴振速不具有显著性，对Y轴及Z轴具有显著性。最大单段药量和总药量与爆破振速呈现正相关关系，水平距离与爆破振速呈现负相关关系。
(2)各楼层振动主频主要集中在3~12 Hz，部分楼层的主频达到了16~30 Hz。随着楼层的升高，各楼层平均主频先减小、后增大、再较小、最后缓慢增大，呈波动分布。
(3)基于量纲分析法推导了多因素影响下的Z轴振速预测模型，拟合得到的R2为0.829，结果可靠。基于最危险条件，得到不同安全控制振速下的爆破总药量，其中拉底爆破的最大爆破总药量为10 267 kg，深孔台阶爆破的最大爆破总药量为8268~8883 kg。
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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2025年第42卷第1期
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doi: 10.3963/j.issn.1001-487X.2025.01.020
  • 接收时间：2024-04-22
  • 首发时间：2026-03-18
  • 出版时间：2025-06-20
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  • 收稿日期：2024-04-22
基金
Project supported by National Natural Science Foundation of China(41972286)
国家自然科学基金资助项目(41972286)
作者信息
    1.中国地质大学（武汉）　工程学院，武汉　430074
    2.内蒙古生力中伟爆破有限责任公司，鄂尔多斯　010300
    3.鄂尔多斯市公安局　治安管理支队　危管大队，鄂尔多斯　017001

通讯作者:

周传波（1963-），男，安徽人，教授、博士，从事岩土工程、工程爆破方面的研究，（E-mail）。
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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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