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Article(id=1241089934984016118, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241089933696364783, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2023.02.001, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1674489600000, receivedDateStr=2023-01-24, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773828498829, onlineDateStr=2026-03-18, pubDate=1685548800000, pubDateStr=2023-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773828498829, onlineIssueDateStr=2026-03-18, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773828498829, creator=13701087609, updateTime=1773828498829, updator=13701087609, issue=Issue{id=1241089933696364783, tenantId=1146029695717560320, journalId=1240670690148397066, year='2023', volume='40', issue='2', pageStart='1', pageEnd='229', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773828498529, creator=13701087609, updateTime=1773828588505, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241090311141782020, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241089933696364783, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241090311141782021, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241089933696364783, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=1, endPage=8, ext={EN=ArticleExt(id=1241089935227285757, articleId=1241089934984016118, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Experimental Study on Vertical In-situ Blasting Demolition of Reinforced Concrete Water Tower, columnId=1240702071733801442, journalTitle=Blasting, columnName=THEORETICAL AND TECHNOLOGICAL EXPLORATION, runingTitle=null, highlight=null, articleAbstract=

In order to solve the problem of blasting demolition of tall reinforced concrete water towers in restricted space, a vertical in-situ blasting demolition technology was developed. The impact failure mechanism, collapse process and touchdown vibration of the water tower were analyzed comprehensively by means of high-speed photography, vibration monitoring and numerical simulation. It was found that the collapse process of the tower by vertical in-situ blasting demolition is similar to free fall motion with an acceleration of 9.4 m/s2 calculated by regression analysis, which was slightly smaller than the gravity acceleration. By using the “separated” finite element model, the collapse process of the water tower could be approximately simulated and the impact time of each section cylinder could be accurately captured. In general, cumulative damage by multiple impacts is the main characteristic of the complex failure process of the water tower, which can be simulated by the No.159 concrete material model. The main frequency band of the vibration is mainly concentrated in the range of 5~60 Hz. The high frequency part of the vibration signal attenuates rapidly, and the energy is mainly concentrated in the low frequency part. Moreover, the total energy of the vibration signal decreases significantly with the increase of distance. The test results show that the successive vertical collapse of the tower and the simultaneous blasting on the top water tank can control not only the collapse range of the tower, but also the touchdown vibration and blasting dusts.

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为解决受限空间下高耸钢筋混凝土水塔爆破拆除难题，研发了高耸构筑物垂直原地爆破拆除技术。采用高速摄影观测、振动监测手段和数值仿真方法，对水塔垂直原地坍塌冲击破坏机理、垮塌运动过程和触地振动效应进行了全面分析。研究发现：高耸水塔垂直原地爆破拆除的坍塌过程近似自由落体运动，回归分析得到水塔向下塌落的加速度约为9.4 m/s2，略小于重力加速度；采用“分离式”有限元模型，可以近似还原水塔的塌落运动过程，并精确捕捉每段筒体的冲击碰撞时刻；159号混凝土材料模型，可以很好地模拟水塔筒体塌落冲击破坏过程；水塔筒体冲击破坏过程复杂，总体呈现多次冲击累积损伤破坏过程；振动主振频带主要集中在5~60 Hz，振动信号的高频部分衰减迅速，能量主要集中在低频部分，并且振动信号的总能量随着距离的增加而显著减小。试验表明：通过筒体分段依次垂直原地塌落触地，并同步开展顶部水箱水压爆破，不仅可以控制高耸水塔的塌落堆积范围，而且可以减小触地振动效应并控制爆破粉尘危害。

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谢先启（1960-），男，教授级高级工程师、中国工程院院士，主要从事工程爆破理论与技术研究，（E-mail）。
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黄小武（1989-），男，工程师、博士研究生，主要从事工程爆破研究与实践工作，（E-mail）。

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黄小武（1989-），男，工程师、博士研究生，主要从事工程爆破研究与实践工作，（E-mail）。

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黄小武（1989-），男，工程师、博士研究生，主要从事工程爆破研究与实践工作，（E-mail）。

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3a.State Key Laboratory of Precision Blasting, Jianghan University, Wuhan 430056, China
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ArticleFig(id=1241089948321903502, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241089934984016118, language=EN, label=Table 1, caption=

Heights of blasting cuts

, figureFileSmall=null, figureFileBig=null, tableContent=
爆破切口123456
切口高度/m3.01.51.51.51.50.5
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爆破切口高度

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爆破切口123456
切口高度/m3.01.51.51.51.50.5
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Key timestamps of water tower collapse

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爆破部位帧数设计起爆时刻/ms观测起爆时刻/ms起爆误差/ms
切口15810000
切口27340310306-4
切口37990420436+16
切口47720530382-148
切口59240640686+46
切口69360640710+70
水箱爆破1282014301402-28
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水塔坍塌关键时刻表

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爆破部位帧数设计起爆时刻/ms观测起爆时刻/ms起爆误差/ms
切口15810000
切口27340310306-4
切口37990420436+16
切口47720530382-148
切口59240640686+46
切口69360640710+70
水箱爆破1282014301402-28
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Monitoring data of vibration velocity and dominant frequency

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测点距离/mX方向Y方向Z方向
峰值/（cm·s-1）主频/Hz峰值/（cm·s-1）主频/Hz峰值/（cm·s-1）主频/Hz
1#36.01.268.61.2010.01.0512.8
2#53.50.988.10.879.81.1310.6
3#69.50.619.50.7210.70.2611.0
4#85.50.327.40.1411.60.224.6
5#41.00.5415.50.5113.10.9212.2
6#57.00.3513.10.2314.60.7212.8
7#73.00.2812.50.5717.10.5111.6
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质点振动速度及主频监测数据

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测点距离/mX方向Y方向Z方向
峰值/（cm·s-1）主频/Hz峰值/（cm·s-1）主频/Hz峰值/（cm·s-1）主频/Hz
1#36.01.268.61.2010.01.0512.8
2#53.50.988.10.879.81.1310.6
3#69.50.619.50.7210.70.2611.0
4#85.50.327.40.1411.60.224.6
5#41.00.5415.50.5113.10.9212.2
6#57.00.3513.10.2314.60.7212.8
7#73.00.2812.50.5717.10.5111.6
), ArticleFig(id=1241089950368723919, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241089934984016118, language=EN, label=Table 4, caption=

Percentage distribution table of each main vibration frequency band in total energy

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测点能量频带/Hz百分比/%能量频带/Hz百分比/%能量频带/Hz百分比/%
1#0~31.397.618////
2#0~62.560.23778.1~12524.771187.5~234.35.983
3#0~62.594.732////
4#0~884.0068~2012.047//
5#4~1015.29010~1665.69924~3218.002
6#0~88.4858~1682.41424~328.542
7#0~1014.14110~1662.10624~3223.279
), ArticleFig(id=1241089950481970137, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241089934984016118, language=CN, label=表4, caption=

各主振频带占总能量百分比分布表

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测点能量频带/Hz百分比/%能量频带/Hz百分比/%能量频带/Hz百分比/%
1#0~31.397.618////
2#0~62.560.23778.1~12524.771187.5~234.35.983
3#0~62.594.732////
4#0~884.0068~2012.047//
5#4~1015.29010~1665.69924~3218.002
6#0~88.4858~1682.41424~328.542
7#0~1014.14110~1662.10624~3223.279
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钢筋混凝土水塔垂直原地爆破拆除试验研究
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黄小武 1, 2 , 谢先启 1, 2, 3a, 3b , 贾永胜 2, 3a, 3b , 刘昌邦 2 , 姚颖康 3a, 3b , 孙金山 3a, 3b , 伍岳 2
爆破 | 理论与技术探索 2023,40(2): 1-8
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爆破 | 理论与技术探索 2023, 40(2): 1-8
钢筋混凝土水塔垂直原地爆破拆除试验研究
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黄小武1, 2 , 谢先启1, 2, 3a, 3b , 贾永胜2, 3a, 3b, 刘昌邦2, 姚颖康3a, 3b, 孙金山3a, 3b, 伍岳2
作者信息
  • 1.武汉科技大学 理学院，武汉 430065
  • 2.武汉爆破有限公司，武汉 430056
  • 3a.江汉大学 精细爆破国家重点实验室；武汉 430056
  • 3b.江汉大学 爆破工程湖北省重点实验室；武汉 430056

    • 黄小武（1989-），男，工程师、博士研究生，主要从事工程爆破研究与实践工作，（E-mail）。

通讯作者:

谢先启（1960-），男，教授级高级工程师、中国工程院院士，主要从事工程爆破理论与技术研究，（E-mail）。
Experimental Study on Vertical In-situ Blasting Demolition of Reinforced Concrete Water Tower
Xiao-wu HUANG1, 2 , Xian-qi XIE1, 2, 3a, 3b , Yong-sheng JIA2, 3a, 3b, Chang-bang LIU2, Ying-kang YAO3a, 3b, Jin-shan SUN3a, 3b, Yue WU2
Affiliations
  • 1.College of Science, Wuhan University of Science and Technology, Wuhan 430065, China
  • 2.Wuhan Explosion & Blasting Co., Ltd., Wuhan 430056, China
  • 3a.State Key Laboratory of Precision Blasting, Jianghan University, Wuhan 430056, China
  • 3b.Hubei Key Laboratory of Blasting Engineering, Jianghan University, Wuhan 430056, China
出版时间: 2023-06-01 doi: 10.3963/j.issn.1001-487X.2023.02.001
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摘要
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为解决受限空间下高耸钢筋混凝土水塔爆破拆除难题，研发了高耸构筑物垂直原地爆破拆除技术。采用高速摄影观测、振动监测手段和数值仿真方法，对水塔垂直原地坍塌冲击破坏机理、垮塌运动过程和触地振动效应进行了全面分析。研究发现：高耸水塔垂直原地爆破拆除的坍塌过程近似自由落体运动，回归分析得到水塔向下塌落的加速度约为9.4 m/s2，略小于重力加速度；采用“分离式”有限元模型，可以近似还原水塔的塌落运动过程，并精确捕捉每段筒体的冲击碰撞时刻；159号混凝土材料模型，可以很好地模拟水塔筒体塌落冲击破坏过程；水塔筒体冲击破坏过程复杂，总体呈现多次冲击累积损伤破坏过程；振动主振频带主要集中在5~60 Hz，振动信号的高频部分衰减迅速，能量主要集中在低频部分，并且振动信号的总能量随着距离的增加而显著减小。试验表明：通过筒体分段依次垂直原地塌落触地，并同步开展顶部水箱水压爆破，不仅可以控制高耸水塔的塌落堆积范围，而且可以减小触地振动效应并控制爆破粉尘危害。

爆破拆除  /  原地塌落  /  高速摄影  /  数值模拟  /  触地振动

In order to solve the problem of blasting demolition of tall reinforced concrete water towers in restricted space, a vertical in-situ blasting demolition technology was developed. The impact failure mechanism, collapse process and touchdown vibration of the water tower were analyzed comprehensively by means of high-speed photography, vibration monitoring and numerical simulation. It was found that the collapse process of the tower by vertical in-situ blasting demolition is similar to free fall motion with an acceleration of 9.4 m/s2 calculated by regression analysis, which was slightly smaller than the gravity acceleration. By using the “separated” finite element model, the collapse process of the water tower could be approximately simulated and the impact time of each section cylinder could be accurately captured. In general, cumulative damage by multiple impacts is the main characteristic of the complex failure process of the water tower, which can be simulated by the No.159 concrete material model. The main frequency band of the vibration is mainly concentrated in the range of 5~60 Hz. The high frequency part of the vibration signal attenuates rapidly, and the energy is mainly concentrated in the low frequency part. Moreover, the total energy of the vibration signal decreases significantly with the increase of distance. The test results show that the successive vertical collapse of the tower and the simultaneous blasting on the top water tank can control not only the collapse range of the tower, but also the touchdown vibration and blasting dusts.

blasting demolition  /  in-situ collapse  /  high-speed photography  /  numerical simulation  /  touchdown vibration
黄小武, 谢先启, 贾永胜, 刘昌邦, 姚颖康, 孙金山, 伍岳. 钢筋混凝土水塔垂直原地爆破拆除试验研究. 爆破, 2023 , 40 (2) : 1 -8 . DOI: 10.3963/j.issn.1001-487X.2023.02.001
Xiao-wu HUANG, Xian-qi XIE, Yong-sheng JIA, Chang-bang LIU, Ying-kang YAO, Jin-shan SUN, Yue WU. Experimental Study on Vertical In-situ Blasting Demolition of Reinforced Concrete Water Tower[J]. Blasting, 2023 , 40 (2) : 1 -8 . DOI: 10.3963/j.issn.1001-487X.2023.02.001
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爆破拆除作为一种安全、高效的拆除技术，常用来拆除高大建筑物，以及烟囱、冷却塔和水塔等高耸构筑物，在城市建筑更新和工业升级中发挥着不可替代的作用[1-3]。与多数高耸构筑物爆破拆除的方法类似，水塔爆破拆除的倒塌方式主要有定向倒塌、折叠倒塌和原地坍塌3种类型。其中，定向倒塌方式只需要在水塔的底部破坏小范围的支撑部位，使倾覆力矩大于抗倒塌力矩，上部结构绕着塑性铰转动偏出结构外沿实现定向倒塌。而折叠倒塌和原地坍塌方式要破坏2个以上的支撑部位，因此，定向倒塌方式相比折叠倒塌和原地坍塌方式具有施工量少、经济成本低等优点，在众多工程中广泛应用，并取得了很好的经济效益和社会效益[4-6]。然而，水塔定向倒塌方式要求倒塌场地的长度不小于其高度的1.2倍[7]，对倒塌场地的开阔性提出了很高的要求。
为缩短水塔的倒塌距离，有关学者在底部切口的基础上提出了提高爆破切口标高（高位切口）的设计方案，例如，张松峰等在距地面1.6 m处设计爆破切口拆除了35 m高伞形钢筋混凝土水塔[8]，倒塌长度约34 m；谢先启等在距地面4.0 m处设计爆破切口拆除了38 m高倒锥形钢筋混凝土水塔[9]，倒塌长度约30 m；任志远等在四周倒塌空间受限的情况下[10]，在距底部15 m处设计爆破切口拆除了28.6 m高倒锥形水塔的顶部水箱，倒塌长度约12.5 m。为进一步缩短倒塌距离，有关学者探索了单向和双向折叠爆破方式。方桂富等在距地面5 m和15 m设计2个同向的爆破切口拆除了36 m高砖砌水塔[11]，倒塌长度约14.8 m；史秀志等在距离地面0.5 m、13.5 m和27.5 m设计3个同向的爆破切口拆除了41 m高砖混结构水塔[12]；谢兴博等在距地面1.0 m和5.8 m设计2个双向爆破切口拆除了35 m高钢筋混凝土水塔[13]，倒塌长度为25.5 m。
对比定向倒塌和折叠倒塌方式，原地倒塌方式可最大限度地降低倒塌长度，然而由于技术和施工难度大，烟囱、水塔类高耸构筑物原地倒塌爆破拆除的案例非常少见。李砚召等采用上部29.5 m定向倒塌与下部6.5 m原地塌落相结合的爆破方案[14]，拆除了36 m高砖烟囱，倒塌长度约24 m；这为高耸类构筑物原地坍塌爆破拆除技术开启了有益的探索。
近年来，爆破拆除的环境越来越复杂，可供定向倒塌的场地越来越小。因此，研究受限空间中高耸构筑物爆破拆除技术，对提高爆破拆除技术的安全性，拓展爆破拆除技术的应用范围具有重要意义。以某钢筋混凝土水塔为代表性对象，研究了高耸构筑物垂直原地爆破拆除技术，分析了其设计施工要点及应用实施效果。
1 水塔垂直原地爆破拆除试验
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待拆除水塔高38.1 m，其中，塔身高28.6 m，倒锥伞形水箱高9.5 m。水塔下部支筒为圆筒形，筒体内径为2.0 m，壁厚0.18 m，筒内设有5个设备检修平台，分别距离地面4.9 m、9.8 m、14.7 m、19.8 m和24.7 m。上部水箱为倒锥形结构，伞形水箱最大外径为10.64 m。水塔筒体及水箱配有单层钢筋网，主筋ϕ 16 mm@100 mm，箍筋ϕ 8 mm@100 mm。水塔筒身北侧有一高2.0 m，宽0.6 m的检修门，塔身东侧和西侧分布直径为66 cm的圆形观察窗。见图1。
根据水塔结构特点与周边环境情况，采用“筒体垂直原地坍塌，水箱水压爆破破碎”的总体爆破拆除方案。为施工便利，爆破切口布设在水塔底部以及各层检修平台处，共计6个爆破切口。见图2、表1。
水塔筒体6个爆破切口均采用钻孔爆破，孔距a=25 cm、排距b=25 cm，炸药单耗k=3000 g/m3，单孔装药量q=40 g，总装药量20 kg。水箱中间水深处布置5个药包，单个药包重1000 g，总装药量5 kg。所有药包都采用MS19段导爆管雷管（名义延期时间1700±150 ms）起爆，孔外通过毫秒导爆管雷管串联接力连接，筒体爆破切口和水箱水压爆破自下而上依次起爆，各切口起爆延期时间如图2所示。
2 高速摄影观测与分析
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2.1 摄影观测方案
高速摄影观测点设置在水塔南侧80 m处，设备采用美国IDT公司生产的Y7-S2型高速摄像机，画幅分辨率为1920×1080，考虑现场实际光线情况，设置采样率为5000 fps，即每帧采集间隔时间为0.2 ms。为明显示踪水塔坍塌运动轨迹，在每层爆破切口外包裹红色防护布。
2.2 观测结果与分析
读取高速摄影捕捉的每帧照片，得到水塔筒体各层爆破切口与水箱水压爆破的爆破时刻，如表2所示。见图3、图4。
自第5810帧开始，观察到爆破切口1有飞石夹杂粉尘冲出。之后，按照切口1→切口2→切口4→切口3→切口5→切口6→水压爆破的顺序依次起爆。由于药包起爆雷管的延时提前了148 ms，导致切口4比切口3提前54 ms起爆。虽然起爆雷管的延期误差影响了爆破切口起爆的先后顺序，但对水塔整体坍塌运动过程影响不大。
第12820帧，观察到有水流从倒锥形水箱的顶部和底部溢出；此刻，水塔已经下落9.1 m。从观察的爆破效果来看，爆破粉尘主要产生在药包起爆瞬间。案例中，水压爆破的装药量偏小，没有充分破碎倒锥形水箱并产生大量爆破水雾；此外，水压爆破的起爆时间稍晚，没有来得及覆盖爆破粉尘。为增强水压爆破兼顾降尘的效果，建议水压爆破先起爆。
自爆破切口1起爆至倒锥形水箱触地，总历时约2.4 s；由于爆破粉尘影响，只能看清前2s的水塔运动过程。选取水塔顶点作为观测点，读取不同时刻的运动距离。经回归分析，可以发现水塔坍塌运动过程近似自由落体过程，由于钢筋网和渣块的阻尼作用，水塔爆破塌落加速度约为9.4 m/s2。
3 有限元数值模拟
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3.1 建立模型
计算机数值模拟技术，可以连续地、动态地、重复地再现建筑结构失稳、倾倒、触地、堆积的全过程。为精确地描述对象的几何形状，在LS-DYNA动力学有限元程序中建立1∶1比例的钢筋混凝土水塔“分离式”模型[15]，采用具有显式积分的拉格朗日有限元网格，独立考虑混凝土和钢筋的力学特性。见图5。
混凝土采用SOLID164实体单元，单元尺寸为0.1 cm×0.1 cm×0.1 cm，材料选用159号*MAT_CSCM_CONCRETE模型[16]。Continuous surface cap model（CSCM）材料模型可以捕捉混凝土的非线性行为：在拉伸和压缩时表现出不同行为的非弹性响应，在压缩时表现出软化的塑性变形、在拉伸时表现出裂纹扩展的损伤以及应变率效应。纵筋和箍筋均采用BEAM161梁单元，单元长度为0.1 cm，每一根钢筋都是用Hughes-Liu梁单元并位于混凝土网格内的准确位置，在截面上用2×2的高斯点积分；材料选用3号*MAT_PLASTIC_KINEMATIC塑形随动硬化模型[17]，当有效塑性应变达到极限应变时失效。
混凝土和钢筋分别使用实体单元和梁单元，54900个实体单元和100188个梁单元的有限元网格重合，在LS-DYNA中采用基于罚函数约束的*CONSTRAINED_LAGRANGE_IN_SOLID选项来实现两者的变形协调。水塔筒体底部为全固定约束，地面为刚性板（*MAT_RIGID）。结构不同部分之间使用自动单面接触；钢筋与地面之间使用自动点面接触。将注水的质量等效到水箱结构混凝土的密度，简化结构模型，并忽略水箱的水压爆破过程。水塔各个爆破切口通过*MAT_ADD_EROSION控制筒体单元的失效来实现，为平衡初始应力状态，0.3 s后开始删除筒体单元，失效时间参考高速摄影的观测结果。
3.2 仿真结果及分析
3.2.1 塌落运动过程
在LS-PrePost中读取水塔失稳倒塌运动过程，如图6所示。水塔在各个时刻的运动姿态与高速摄影机的观测影像接近。水塔从切口形成、原地塌落到稳定堆积，总历时约3.0 s。各段碰撞冲击的时刻分别是1.14 s、1.34 s、1.69 s、2.01 s、2.26 s和2.58 s。
读取水塔顶部48185号节点的塌落方向的位移时程曲线，并与观测结果和自由落体运动对比，如图7所示。在0~1.2 s内，仿真结果与观测结果非常吻合；1.2~2.0 s内，水塔垂直运动的加速度仿真计算结果拟合值为8.8 m/s2，小于高速摄影观测结果的拟合值（9.4 m/s2），且两者都小于重力加速度9.8 m/s2。由此可见，塌落堆积的混凝土渣块阻尼作用明显，阻碍了水塔的垂直塌落运动。
3.2.2 筒壁动力响应分析
选取支撑筒体底部374号实体单元作为代表性研究对象，读取其竖向动态应变曲线，如图8（a）所示。在曲线上标记出水塔各段冲击的时刻，可以看出，筒体底部单元受冲击加载瞬间（0.05 s），压应变陡增；随后应变立即回弹（0.05 s），趋于一个小幅振荡的塑性应变。前3次冲击过程中，由于向下冲击的冲量较小，底部单元的动态应变最大能回弹至零点状态。前3次冲击后，仿真计算的竖向最大压应变峰值为1535 με。经第4次、第5次和第6次冲击后，底部单元的塑性变形不断累积并趋于稳定，最终塑性应变值为3765 με。
为监测水塔底部筒壁受上段塌落冲击时的动态应力变化规律，在水塔底部布置了6个应变测点，略去爆炸荷载的作用，得到筒壁的动态应变曲线如图8（b）所示。前3次冲击过程后，筒壁竖向的最大压应变峰值实测结果的为1366 με。应变片在遭受前3次冲击后断裂破坏，后续结果超峰失真。前3次的动态应变实测数据与仿真结果比较接近，且实测的动应变变化规律与仿真结果基本一致（图8）。因此可以认为数值仿真的结果比较可信。
在多段连续塌落冲击作用下，水塔筒体底部筒体结构经历了压实、裂纹致裂、扩展和贯通的过程，总体呈现出累积损伤破坏的特征。
3.2.3 爆堆效果分析
对比水塔失稳倒塌仿真结果与实际爆堆效果，如图9所示。其中，筒体部分的仿真效果与实际比较接近；而水箱部分由于没有考虑水压爆炸荷载的作用，倒塌过程中持续受到筒体残渣的缓冲作用，导致触地后依然完整。在实际工程中，水箱部分采用了水压爆破，炸药爆炸的能量通过水体均匀作用于水箱壁，致使水箱解体非常充分。整个水塔的爆堆集中，高2.4 m、宽11.8 m，有效缩短了水塔的倒塌距离，减小了对周边环境的影响范围，并有利于后期残渣清运。
4 塌落触地振动监测与分析
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为探索高耸水塔爆破拆除原地垂直塌落触地振动效应及其传播规律，在水塔周边总共设置了7个振动测点，南侧布置4个测点（1#、2#、3#、4#），西侧布置3个测点（5#、6#、7#），振动监测点具体布置如图10所示。其中，南侧的1#、2#、3#号测点采用的是成都中科测控有限公司生产的TC-4850型爆破测振仪，采样率为16 000 sps；其余4个测点采用的是加拿大Instantel公司生产的Instantel Micromate型测振仪，采样率为1024 sps。两款仪器在工程中应用广泛，其稳定性和精度均能满足测试要求。
整理监测数据，得到各个测点X、Y、Z三个方向的质点振动速度峰值（PPV）和主频，如表3所示。
从表3数据可以看出，X、Y、Z三个方向的质点振动速度在数值各不相同，单个分量的峰值也在1.05~1.26 cm/s之间，振动主频为4.6~15.5 Hz。水塔爆破及塌落触地引发的质点振动典型波形，如图11所示。可见，振动信号的高频部分衰减迅速，能量主要集中在低频部分。
利用MATLAB R2014a软件进行编程，对测得的振动信号进行小波包分析，得到各主振频带能量分布，如表4所示。
由此可见，水塔爆破拆除的振动信号的能量在频域上分布比较广，主振频带主要集中在5~60 Hz，而在这个范围内还可以细分成0~10 Hz、10~16 Hz和24~32 Hz几个分振频带。水塔爆破塌落触地振动的频率与建筑物的自振频率比较接近，容易造成结构共振，对建筑物的危害较大。
统计各个测点信号的前200 Hz的总能量，并绘制总能量随传爆距离的曲线图，如图12所示。可见，随着距离水塔塌落中心越来越远，振动信号的总能量显著减小。
5 结论
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针对受限空间中爆破拆除高耸构筑物的难题，在传统定向爆破拆除技术的基础上，创新提出了高耸构筑物垂直原地坍塌爆破拆除技术。依托某38m高钢筋混凝土水塔爆破拆除工程，采用高速摄影机观测了水塔爆破拆除失稳倒塌的运动过程，采用动态应变仪测试了底部筒体的动力响应过程，并与数值仿真结果进行了对比分析。此外，还采用爆破测振仪监测了水塔周边区域的振动效应。全方位地研究了水塔类高耸构筑垂直原地爆破拆除倒塌运动规律，筒体破坏特征和触地振动效应，可以得出如下结论：
（1）水塔垂直原地爆破拆除的坍塌运动过程近似自由落体运动，回归分析得到水塔向下塌落加速度约为9.4 m/s2，略小于重力加速度；钢筋网和先触地混凝土渣块的阻尼作用，阻碍了水塔向下运动的速度。
（2）采用“分离式”有限元模型，可以近似还原水塔的塌落运动过程，并精确捕捉每段筒体的冲击碰撞时刻；159号混凝土材料模型，可以很好地模拟水塔筒体塌落冲击破坏过程。
（3）水塔筒体冲击破坏过程复杂，总体呈现多次冲击累积损伤破坏过程；每次冲击都呈现明显的应力反弹现象，前3次冲击过程后，筒壁竖向的最大压应变峰值为1366 με。
（4）水塔爆破拆除的振动信号的能量在频域上分布比较广，主振频带主要集中在5~60 Hz，振动信号的高频部分衰减迅速，能量主要集中在低频部分，并且振动信号的总能量随着距离的增加而显著减小。
基金
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  • 湖北省自科基金重点项目(创新群体2020CFA043)
  • 湖北省重点研发计划项目(2020BCA084)
文献
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2023年第40卷第2期
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doi: 10.3963/j.issn.1001-487X.2023.02.001
  • 接收时间：2023-01-24
  • 首发时间：2026-03-18
  • 出版时间：2023-06-01
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  • 收稿日期：2023-01-24
基金
湖北省自科基金重点项目(创新群体2020CFA043)
湖北省重点研发计划项目(2020BCA084)
作者信息
    1.武汉科技大学 理学院，武汉 430065
    2.武汉爆破有限公司，武汉 430056
    3a.江汉大学 精细爆破国家重点实验室；武汉 430056
    3b.江汉大学 爆破工程湖北省重点实验室；武汉 430056

通讯作者:

谢先启（1960-），男，教授级高级工程师、中国工程院院士，主要从事工程爆破理论与技术研究，（E-mail）。
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https://castjournals.cast.org.cn/joweb/bp/CN/10.3963/j.issn.1001-487X.2023.02.001
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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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