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Article(id=1227614515664192119, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2024.04.005, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1673798400000, receivedDateStr=2023-01-16, revisedDate=1680969600000, revisedDateStr=2023-04-09, acceptedDate=null, acceptedDateStr=null, onlineDate=1770615708509, onlineDateStr=2026-02-09, pubDate=1714233600000, pubDateStr=2024-04-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770615708509, onlineIssueDateStr=2026-02-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770615708509, creator=13701087609, updateTime=1770615708509, updator=13701087609, issue=Issue{id=1227614514896634485, tenantId=1146029695717560320, journalId=1225147924628267009, year='2024', volume='37', issue='4', pageStart='539', pageEnd='728', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1770615708325, creator=13701087609, updateTime=1770795248114, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1228367559410512191, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1228367559410512192, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=578, endPage=587, ext={EN=ArticleExt(id=1227614515957793403, articleId=1227614515664192119, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Field dynamic characteristics testing of foundation isolation structures under horizontal initial displacement, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

There is a lack of detection means for the isolation performance of the buildings built by passive control technology，so it is of great significance to test the dynamic characteristics of the isolated structures on the spot. A 4-story base isolation kindergarten was tested in the field，and the test device，method and results were displayed. The results were compared with the seismic structure model under the same conditions，and the dynamic response law and damping effect of the actual isolation structure were explored. The building was pushed away with hydraulic jack to produce 98 mm （corresponding to LNR500 shear strain 102%） horizontal initial displacement of the isolation layer，and concrete jacking rod was installed to support the building； The concrete rod was blasted with explosives and unloaded instantly to make the building vibrate freely； The dynamic response and other parameters were tested and analyzed. The results show that under the condition of horizontal initial displacement，the first-order natural vibration period of the isolated structure is significantly longer than that of the seismic structure，and the damping ratio increases； The hysteretic curve of the isolation layer is full； The dynamic response control effect of each floor is obvious，but the acceleration of the roof floor is slightly amplified compared with that of the bottom floor； After unloading，the isolation layer instantly resets，which shows that the isolation layer has rapid reset performance.

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应用被动控制技术建成的隔震建筑，其隔震性能缺乏检测手段，因此进行隔震结构动力特性的现场测试具有重要意义。现场测试1栋4层基础隔震幼儿园，展示了试验装置、方法及所得结果，将结果与同条件下非隔震结构模型进行对比分析，探究实际隔震结构动力响应规律及减震效果。用液压千斤顶将建筑物推开使隔震层产生98 mm（对应LNR500剪应变102%）水平初位移，安装混凝土顶杆支撑建筑物；利用炸药将顶杆爆破卸载使建筑物做自由振动；最后测试和分析其动力响应等参数。分析结果表明：水平初位移条件下，隔震结构的一阶自振周期比非隔震结构显著延长，阻尼比增大；隔震层滞回曲线饱满；各楼层动力响应控制效果明显，但观察到屋顶层相比底层加速度略有放大；卸载后隔震层瞬间复位，表明隔震层具有瞬间复位特性。

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林友勤（1973―），男，博士，高级实验师。E-mail： 。
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吴应雄（1969—），男，博士，教授。E-mail： 。

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吴应雄（1969—），男，博士，教授。E-mail： 。

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吴应雄（1969—），男，博士，教授。E-mail： 。

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caption=隔震层滞回耗能曲线, figureFileSmall=w0uaYP6I4FGDerDMAME5Mw==, figureFileBig=ma/HebnN8ecaJ/CJDtZSow==, tableContent=null), ArticleFig(id=1227639787465667176, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.1, caption=

Specifications and mechanical parameters of isolation bearings

, figureFileSmall=null, figureFileBig=null, tableContent=
支座型号内部橡胶层总厚度/mm屈服前刚度/( kN·mm-1)屈服后刚度Kd/(kN·mm‒1)水平等效刚度Kh/(kN·mm‒1)等效阻尼比屈服力Qd/kN
γ=100%γ=250%γ=100%γ=250%γ=100%γ=250%
LRB40068.6010.440.8700.6991.4351.0190.260.1845
LNR50096.00———0.9370.8900.050.05—
), ArticleFig(id=1227639787574719086, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=CN, label=表1, caption=

隔震支座规格与力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
支座型号内部橡胶层总厚度/mm屈服前刚度/( kN·mm-1)屈服后刚度Kd/(kN·mm‒1)水平等效刚度Kh/(kN·mm‒1)等效阻尼比屈服力Qd/kN
γ=100%γ=250%γ=100%γ=250%γ=100%γ=250%
LRB40068.6010.440.8700.6991.4351.0190.260.1845
LNR50096.00———0.9370.8900.050.05—
), ArticleFig(id=1227639788975616627, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.2, caption=

Eccentricity of isolation layer

, figureFileSmall=null, figureFileBig=null, tableContent=
坐标质心位置/m刚心位置/m偏心距/m扭转半径/m偏心率/%
X向29.14229.4670.32523.0021.413
Y向10.28610.9060.62023.0022.695
), ArticleFig(id=1227639789093057144, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=CN, label=表2, caption=

隔震层偏心率

, figureFileSmall=null, figureFileBig=null, tableContent=
坐标质心位置/m刚心位置/m偏心距/m扭转半径/m偏心率/%
X向29.14229.4670.32523.0021.413
Y向10.28610.9060.62023.0022.695
), ArticleFig(id=1227639789206303359, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.3, caption=

Sensor numbers for floor

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传感器分类楼层位置
1层西向2层西向3层西向屋顶层西向1层东向2层东向3层东向屋顶层东向
速度传感器V1V2V3V4V5V6V7V8
加速度传感器A1A2A3A4A5A6A7A8
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楼层传感器编号

, figureFileSmall=null, figureFileBig=null, tableContent=
传感器分类楼层位置
1层西向2层西向3层西向屋顶层西向1层东向2层东向3层东向屋顶层东向
速度传感器V1V2V3V4V5V6V7V8
加速度传感器A1A2A3A4A5A6A7A8
), ArticleFig(id=1227639789395047051, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.4, caption=

Natural vibration characteristics of structures

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阶数自振周期/s阻尼比/%振型描述
隔震非隔震隔震非隔震隔震非隔震
第1阶0.3200.4772.995.00X向平动平动
第2阶0.3110.4492.085.00Y向平动平动
第3阶0.2880.3992.125.00扭转扭转
), ArticleFig(id=1227639789516681871, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=CN, label=表4, caption=

结构自振特性

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阶数自振周期/s阻尼比/%振型描述
隔震非隔震隔震非隔震隔震非隔震
第1阶0.3200.4772.995.00X向平动平动
第2阶0.3110.4492.085.00Y向平动平动
第3阶0.2880.3992.125.00扭转扭转
), ArticleFig(id=1227639789655093911, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.5, caption=

First three-order self-vibration characteristics of structure

, figureFileSmall=null, figureFileBig=null, tableContent=
阶数自振周期/s阻尼比/%
非隔震结构隔震结构非隔震结构隔震结构
第1阶0.4771.2675.0020.98
第2阶0.4490.4175.008.09
第3阶0.6990.1485.002.65
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结构前3阶自振特性

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阶数自振周期/s阻尼比/%
非隔震结构隔震结构非隔震结构隔震结构
第1阶0.4771.2675.0020.98
第2阶0.4490.4175.008.09
第3阶0.6990.1485.002.65
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Floor acceleration and seismic-reduction rate

, figureFileSmall=null, figureFileBig=null, tableContent=
楼层加速度/gal减震率/%
非隔震结构隔震结构
屋顶层38722869.74
333520563.41
231420453.92
124318829.25
), ArticleFig(id=1227639790019998371, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=CN, label=表6, caption=

楼层加速度及减震率

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楼层加速度/gal减震率/%
非隔震结构隔震结构
屋顶层38722869.74
333520563.41
231420453.92
124318829.25
), ArticleFig(id=1227639790116467368, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.7, caption=

Inter-layer displacement

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楼层观测点层间位移/mm层间位移角
非隔震结构隔震结构非隔震结构隔震结构
顶层楼面5.342.501/6741/1440
第3层楼面7.232.001/4981/1800
第2层楼面6.242.501/5771/1440
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楼层层间位移

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楼层观测点层间位移/mm层间位移角
非隔震结构隔震结构非隔震结构隔震结构
顶层楼面5.342.501/6741/1440
第3层楼面7.232.001/4981/1800
第2层楼面6.242.501/5771/1440
), ArticleFig(id=1227639790389097137, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=EN, label=Tab.8, caption=

X-direction eccentricity

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合力中心/m刚心位置/m偏心距/m
34.27529.4674.808
), ArticleFig(id=1227639790493954740, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227614515664192119, language=CN, label=表8, caption=

X向偏心距

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合力中心/m刚心位置/m偏心距/m
34.27529.4674.808
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水平初位移下基础隔震结构现场动力特性测试
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吴应雄 1 , 董昕珺 1 , 廖文彬 2 , 林友勤 1 , 唐贞云 3 , 郑国琛 4 , 商昊江 5
振动工程学报 | 2024,37(4): 578-587
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振动工程学报 | 2024, 37(4): 578-587
水平初位移下基础隔震结构现场动力特性测试
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吴应雄1 , 董昕珺1, 廖文彬2, 林友勤1 , 唐贞云3, 郑国琛4, 商昊江5
作者信息
  • 1福州大学土木工程学院,福建　福州　350108
  • 2福建省建筑设计研究院有限公司,福建　福州　350100
  • 3北京工业大学城市与工程安全减灾教育部重点试验室,北京　100124
  • 4福建江夏学院工程学院,福建　福州　350108
  • 5福建省建筑科学研究院有限责任公司,福建　福州　350100

    • 吴应雄（1969—），男，博士，教授。E-mail： 。

通讯作者:

林友勤（1973―），男，博士，高级实验师。E-mail： 。
Field dynamic characteristics testing of foundation isolation structures under horizontal initial displacement
Ying-xiong WU1 , Xin-jun DONG1, Wen-bin LIAO2, You-qin LIN1 , Zhen-yun TANG3, Guo-chen ZHENG4, Hao-jiang SHANG5
Affiliations
  • 1College of Civil Engineering，Fuzhou University，Fuzhou 350108，China
  • 2Fujian Provincial Institute of Architectural Design and Research Co.，Ltd.，Fuzhou 350100，China
  • 3The Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education，Beijing University of Technology，Beijing 100124，China
  • 4College of Engineering，Fujian Jiangxia University，Fuzhou 350108，China
  • 5Fujian Academy of Building Research Co.，Ltd.，Fuzhou 350100，China
出版时间: 2024-04-28 doi: 10.16385/j.cnki.issn.1004-4523.2024.04.005
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摘要
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应用被动控制技术建成的隔震建筑，其隔震性能缺乏检测手段，因此进行隔震结构动力特性的现场测试具有重要意义。现场测试1栋4层基础隔震幼儿园，展示了试验装置、方法及所得结果，将结果与同条件下非隔震结构模型进行对比分析，探究实际隔震结构动力响应规律及减震效果。用液压千斤顶将建筑物推开使隔震层产生98 mm（对应LNR500剪应变102%）水平初位移，安装混凝土顶杆支撑建筑物；利用炸药将顶杆爆破卸载使建筑物做自由振动；最后测试和分析其动力响应等参数。分析结果表明：水平初位移条件下，隔震结构的一阶自振周期比非隔震结构显著延长，阻尼比增大；隔震层滞回曲线饱满；各楼层动力响应控制效果明显，但观察到屋顶层相比底层加速度略有放大；卸载后隔震层瞬间复位，表明隔震层具有瞬间复位特性。

基础隔震  /  水平初位移  /  动力特性  /  滞回特性  /  复位特性

There is a lack of detection means for the isolation performance of the buildings built by passive control technology，so it is of great significance to test the dynamic characteristics of the isolated structures on the spot. A 4-story base isolation kindergarten was tested in the field，and the test device，method and results were displayed. The results were compared with the seismic structure model under the same conditions，and the dynamic response law and damping effect of the actual isolation structure were explored. The building was pushed away with hydraulic jack to produce 98 mm （corresponding to LNR500 shear strain 102%） horizontal initial displacement of the isolation layer，and concrete jacking rod was installed to support the building； The concrete rod was blasted with explosives and unloaded instantly to make the building vibrate freely； The dynamic response and other parameters were tested and analyzed. The results show that under the condition of horizontal initial displacement，the first-order natural vibration period of the isolated structure is significantly longer than that of the seismic structure，and the damping ratio increases； The hysteretic curve of the isolation layer is full； The dynamic response control effect of each floor is obvious，but the acceleration of the roof floor is slightly amplified compared with that of the bottom floor； After unloading，the isolation layer instantly resets，which shows that the isolation layer has rapid reset performance.

base isolation  /  horizontal initial displacement  /  dynamic characteristic  /  hysteretic characteristics  /  reset performance
吴应雄, 董昕珺, 廖文彬, 林友勤, 唐贞云, 郑国琛, 商昊江. 水平初位移下基础隔震结构现场动力特性测试. 振动工程学报, 2024 , 37 (4) : 578 -587 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.04.005
Ying-xiong WU, Xin-jun DONG, Wen-bin LIAO, You-qin LIN, Zhen-yun TANG, Guo-chen ZHENG, Hao-jiang SHANG. Field dynamic characteristics testing of foundation isolation structures under horizontal initial displacement[J]. Journal of Vibration Engineering, 2024 , 37 (4) : 578 -587 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.04.005
正文
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引言
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国内外已有隔震建筑经受过地震考验，例如2013年四川雅安7.0级地震中的芦山县人民医院基础隔震门诊楼［1］和2016年日本熊本7.3级地震中部分隔震建筑［2］均表现出良好的抗震性能。这些地震观测记录表明，隔震建筑基本按照设计预期发挥了隔震作用，定性说明了隔震技术的有效性。然而绝大部分隔震建筑并未经受过地震考验，又由于结构的隔震性能缺乏检测手段，所建成的隔震建筑是否达到设计预期目标，是否具备足够的稳定性和良好的抗震性能备受关注。因此进行隔震结构动力特性的现场测试，对检验隔震建筑的抗震性能以及优化隔震结构设计具有重要的科学研究和实际工程意义。
测试结构动力特性常用的方法包括环境激励法、初位移法、稳态正弦波激振法等［3］。其中初位移法是对试件（比如建筑结构）施加初位移然后突然释放使之振动而测定其动力性能的方法［4-5］。国内外对隔震建筑在水平初位移条件下的现场测试和分析极少，Bettinali等［6］、Forni等［7］、Bixio等［8］对采用基础隔震设计的意大利Ancona电信大楼进行水平初位移为100 mm的推移释放试验，结果表明：环境振动下，隔震结构与非隔震结构动力特性相近；当隔震层达到设定位移并释放后，结构的第一周期较环境振动下的周期长约1.60倍，且具有较大的阻尼比；魏陆顺等［9］、吴应雄等［10］利用液压千斤顶系统分别对隔震建筑进行最大初位移为10 mm和32 mm的推移试验，结果表明：隔震结构发生小变形时的周期较环境激励下长，且具有较大阻尼比；隔震结构的一阶振型基本为平动，顶层加速度略有放大；何英淼［11］对云南省一栋15层隔震钢结构大楼进行原位动力试验，结果表明隔震结构在初位移逐步增大的情况下，自振周期和阻尼比逐步增大，楼层位移峰值随着楼层的增加而增大；2021年10月29日，日中建筑隔震技术交流会在线上举行，东京理科大学北村春幸教授指出，近两年日本进行了两栋隔震建筑的推移测试［2］，但未见其成果报告。
以上实际隔震建筑的测试存在一定局限性。在水平初位移值方面，部分结构测试的初位移值过小，带铅芯的隔震支座可能未充分参与工作，不能准确反映结构动力特性；在卸载方法上，采用液压千斤顶回油卸载时间相对较长，测试方法不够真实。因此，为检验隔震结构在支座剪应变100%以上时的抗震性能，给实际隔震建筑推移测试提供更丰富的原始数据，在完成已有对基础隔震建筑推移75 mm（LNR500剪应变78%）测试后，同样通过预制混凝土顶杆替代液压千斤顶支撑上部结构的回弹力，使用毫秒级爆破技术进行卸载，进一步检验结构在水平初位移98 mm（对应隔震层最大直径支座LNR500剪应变102%）条件下结构动力特性。
1　试验概况
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厦门市湖里区某幼儿园，主体结构3层，局部4层（轴①~轴④架构层），建筑东西（X向）长65.70 m，南北（Y向）宽14.80~21.60 m，结构高度为11.25 m，建筑总面积约3586 m2，总重量约5586 t。建筑底层平面如图1所示，剖面如图2所示，西南向的立面如图3所示。乙类建筑，抗震设防烈度为7度（0.15g）。建筑采用RC框架结构，应用基础隔震技术，主体施工中的隔震检修层如图4所示。推移试验于2014年工程竣工前进行。
隔震层安装46个隔震橡胶支座（简称支座），橡胶剪切弹性模量为0.392 N/mm2，其中包括20个LNR500（普通橡胶支座）和26个LRB400（带铅芯橡胶支座）。隔震支座规格与力学参数如表1所示，支座布置如图5所示。结构按照GB 50011—2010《建筑抗震设计规范》［12］（简称《2010版抗规》）设计，隔震支座平均面压7.56 MPa，其中30号支座（角支座）压应力最小，为2.42 MPa；6号支座（中间支座）压应力最大，为11.79 MPa，无受拉。
隔震层偏心率是隔震层设计的重要指标之一，表2给出了本试验工程隔震层偏心率，其中Y向偏心率较大，但结果均小于3%，满足规范要求。质心、刚心分布如图5所示。
隔震支座进场进行第三方见证检验。使用2500T二维加载试验机对选取LRB400的5个样品和LNR500的4个样品进行力学性能检测，其中2个支座压剪试验所得到的力-位移滞回曲线［13］如图6所示。依据《橡胶支座 第3部分：建筑隔震橡胶支座》［14］符合S-B类要求，各项参数指标误差在允许范围内，判定所用隔震支座合格。
2　现场试验设计与测试
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2.1　测试仪器
试验所用仪器和数据分析处理软件包括：液压千斤顶、DH612传感器、Leica TS06全站仪、电测位移计、计算机、DHDAS动态信号采集分析系统、DHMA模态分析软件和位移动态采集分析软件。液压千斤顶系动力加载装置，使隔震层产生水平初位移；DH612传感器通过转换档位，可以用来测试楼层的速度与加速度信号；Leica TS06全站仪用于对整个推移过程中楼层层间位移变化的实时测量；电测位移计安装在图5中对应21，22，23和24号隔震支座上支墩位置，用于监测与记录隔震层的水平推移值，再通过导线将测得的隔震层位移变化传至位移采集分析软件；计算机用来加载上述动态信号采集分析系统、模态分析软件和位移动态采集分析软件。其中传感器和位移计如图7和图8所示。
2.2　传感器布置
考虑测量的便捷性和精确性［15］，试验测点布置在①轴和⑬轴靠北面各楼层的边角位置，东西向分别布置一对加速度传感器和速度传感器，并对传感器进行编号，如表3所示。传感器通过导线连接至地下室的数据采集中心，采集结构复位前后的加速度与速度时程曲线，传感器布置如图9所示。
2.3　水平初位移加载卸载装置设计与测试
水平初位移加载及卸荷装置由混凝土反力墙、液压千斤顶、混凝土顶杆组成。主体工程施工时已按试验方案预先在建筑北面对应轴④、轴⑤、轴⑨和轴⑩的边柱位置浇筑4座混凝土反力墙，基础采用4根长度为4 m的H300 mm×200 mm×6 mm×8 mm型钢桩，提供加载装置所需的反力。反力墙整体横截面呈梯形，长度为5000 mm，宽度为4000 mm，高度为1000~1600 mm［16］。经计算，混凝土反力墙能够承受试验要求的水平反推力，且具备足够的设计冗余。考虑到结构质量中心左右矩的平衡和柱网布置的条件，反力墙的平面布置如图10所示，同时图10中表示了推力的合力中心与隔震层刚心。
混凝土顶杆的强度等级为C30，尺寸为180 mm×180 mm×800 mm，如图11所示，事先预制20根。每座反力墙对称布置4根顶杆，共16根，可承受轴向总压力达7408 kN，远大于隔震层总屈服剪力1170 kN（45 kN×26个），能够满足试验需要。
顶杆中预留3个直径为20 mm，深度为120 mm的孔洞放置乳化炸药。为避免混凝土顶杆爆炸后形成碎块阻碍隔震层位移，预先对两根顶杆进行了试爆，确定每个孔洞乳化炸药用量为6 g时，顶杆爆炸后可达粉末状。试验所用的炸药总量较少，对周围的建筑物没有影响，得到了公安部门的许可后，委托专业爆破公司对顶杆进行毫秒级的同步爆破。水平位移加载及卸荷装置如图12所示。
2.4　现场试验测试
试验前将液压千斤顶就位并顶靠在上支墩节点与反力墙上，如图13所示。试验共采用12台极限载荷为500 kN的液压千斤顶，每座反力墙配置3台，共可出力6000 kN。
试验中，加载液压千斤顶使上部结构缓慢产生水平位移，当单个千斤顶实际出力达到350 kN，12个千斤顶总出力为4200 kN时，将上部结构推移到设定位移值98 mm，此时施加在建筑的水平力超过隔震层屈服力1170 kN，隔震支座产生了较大的水平变形［17］。
接着，在千斤顶上方节点处对称安装混凝土顶杆，当顶杆距离上支墩长度不够时，采用不同厚度的钢板垫块进行调整；千斤顶同步回油卸载，由16根顶杆支撑上部结构的回弹力，如图14所示。顶杆固定并检查无误后，专业公司引爆炸药，顶杆瞬间破坏退出工作，上部结构做自由衰减振动。图15展示了水平变形后的隔震支座，初位移施加步骤示意如图16所示。
2.5　数据采集
推移试验前，在环境激励条件下对结构进行测试，得到结构的前3阶自振周期及阻尼比［18］。在水平初位移条件下，通过DH612传感器采集结构复位时的振动信号，通过导线连通到计算机中的动态数据采集系统，经过放大并滤波后由A/D转换器将现场的动态振动信息转变成数字信号，得到数据文件并导入模态分析软件，经FFT变换，运用频谱分析得到结构的自振特性［19-20］。
2.6　数值模型建立
ETABS作为建筑结构分析与设计软件，具有强大的动态线性分析和非线性动力分析等功能，可以提高结构分析的计算速度和计算精度［21］。因此，采用ETABS有限元分析软件建立对应的非隔震结构数值模型进行对比分析。其中，梁柱采用ETABS分析软件中自带梁单元模拟，楼板采用壳单元模拟，材料参数的具体设置按照工程实际采用的混凝土和钢筋材料等级和性质进行设置。结构三维有限元模型如图17所示。
3　测试结果与分析
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3.1　环境激励条件下结果分析
环境激励条件下，利用加速度传感器采集振动信号，采样频率为200 Hz，采样时间为60 s，采集符合数据平稳性要求。利用DHMA模态分析软件对加速度信号进行分析，得到结构自振特性，结构前3阶振型如图18所示。同时，得到非隔震结构有限元模型的自振特性，考虑填充墙对刚度的贡献，取周期折减系数为0.70。将现场测试隔震结构的前3阶自振周期、阻尼比及振型与非隔震结构的理论值进行对比，结果如表4所示。
由表4可知，环境激励条件下，两种结构自振周期相差不大，且数值较小，这是由于此时结构刚度较大；隔震结构的阻尼比略小于非隔震结构理论计算的阻尼比5%［12］；隔震结构与非隔震结构振型相同，其中第1，2阶振型均为平动，第3阶振型为扭转。可推断隔震结构与非隔震结构的自振特性相近，在正常使用状态（风荷载与微振动作用）下隔震结构具有足够稳定性，同时也表明了非隔震结构模型的设计值是可信的。
3.2　水平初位移条件下结果分析
3.2.1　结构自振特性
水平初位移释放复位过程中，通过对各楼层传感器采集到的振动信号进行快速傅里叶变换（FFT）并分析，得到结构自振周期与阻尼比［22-23］。将各测点结果进行线性平均加权处理，并与有限元分析软件中非隔震模型理论值进行对比，最终结果如表5所示。
由表5可知，水平初位移条件下，与非隔震结构相比，隔震结构周期显著延长，第1阶自振周期相比非隔震结构延长2.65倍，与表4中环境激励条件下隔震结构的自振周期相比，延长了3倍以上。可推断当隔震层发生较大变形时，隔震结构自振周期显著延长，能有效减小结构的地震响应，达到降低水平地震作用的目标；隔震结构阻尼比增大，第1阶振型阻尼比为20.98%，远大于非隔震结构的阻尼比5%，表现出良好的耗能水平。
3.2.2　楼层加速度响应
混凝土顶杆爆破后，结构做自由衰减振动，利用各层传感器采集振动信号，将动态信号导入数据采集软件得出各楼层的加速度衰减曲线，并分析频谱特性。由于超过4 s时加速度衰减波动平缓，基本呈直线，为更清晰体现其衰减程度，采集时间设为6 s。图19给出推移方向（Y向）各层的加速度衰减曲线，相应频谱图如图20所示。
将隔震结构实际推移测试所得的加速度响应与ETABS分析软件中所建立对应的非隔震结构在模拟水平初位移条件下各楼层的加速度峰值进行对比，计算得出楼层相应的减震率，结果如表6所示。
由表6可知，非隔震结构的加速度随着楼层上升呈增大趋势，屋顶层相比底层放大1.59倍；相比之下，隔震结构总体呈现出平动的特性，随楼层上升仅有稍微的递增，表明隔震结构对各楼层地震响应控制水平较好，减震效果显著，但是屋顶层有一定放大效应，其放大系数为1.21。理论上隔震上部结构整体处于平动，顶层轻微的放大是合理的，但是此次测试观察到放大系数达到1.21，分析有两点原因：存在第3层的柱子截面减小，楼层刚度突变；释放后隔震支座瞬间复位，隔震层刚度变大，引起顶层加速度放大。
3.2.3　楼层层间位移
事先在隔震建筑旁的另一栋建筑上架设一台Leica TS06全站仪，在东侧楼梯间各楼层楼面标高设置观察点，测量该隔震结构在瞬间复位过程中各楼层层间位移的实际变化值，计算得层间位移角，并与ETABS分析软件中非隔震模型理论值进行对比，结果如表7所示。
由表7可知，在水平初位移条件下，非隔震结构层间位移角较大，其中第3层楼面已超过《建筑抗震设计规范》［12］规定的弹性限值1/550；隔震结构各楼层层间位移角极小，最大层间位移角为1/1440，远小于《建筑抗震设计规范》［12］和《建筑隔震设计标准》［24］规定的弹性限值。
3.2.4　隔震层扭转
由于测试推移方向为Y向，因此，考虑推力的合力中心与隔震层刚心在X向的偏心距，计算结果如表8所示。
由表8可知，作用于结构水平推力的合力中心与刚心不重合，推移过程中会引起结构的扭转。除此之外，结构质量分布不均，上部结构质量中心和隔震层刚度中心不完全重合（见图5），也是结构扭转产生的原因。试验过程中，观察到边、角隔震支座产生的水平变形较中间支座更为明显。因此，结构设计应考虑边、角隔震支座的位移放大系数，减小扭转对结构产生的不利影响。
3.2.5　隔震层滞回特性
结构在水平推移与释放整个过程的滞回耗能曲线如图21所示。
由图21可知，结构推移后残余变形量为17.42 mm。爆破释放的瞬间，曲线下降的斜率较陡，这是由于结构在极短时间内失去顶杆提供的水平支撑力，与液压千斤顶回油缓慢卸载的形式不同，这种卸载方式更加真实。需要说明的是，由于结构复位并未采集时程曲线，因此图中复位的耗能曲线用直线描述，但不影响隔震层滞回特性的分析。
隔震层的滞回曲线与隔震设计选用的LRB计算模型结果吻合较好，接近双线型。对其进行双线型拟合，并在图中给出了拟合结果。隔震层力-位移关系曲线形成了饱满的滞回环，反映出隔震层具有良好的耗能能力。此外，带铅芯隔震支座所特有的黏滞弹塑性特性在隔震层饱满的滞回曲线中得以体现。
根据拟合结果可以看出，现场测试的屈服后刚度K2较表1所给数值的计算结果大，分析其原因主要是：（1）实际生产的隔震支座参数取值与工程设计的隔震装置参数有一定的偏差；（2）隔震构造问题，比如隔震缝存在填充物、穿越隔震层的构件等会提供一定刚度。因此建议隔震结构在设计与施工中应重视隔震缝、柔性连接等隔震构造，使隔震建筑有效发挥减震效果。
3.2.6　隔震层复位特性
结构释放后，结合位移测试计采集的动态数据，隔震层瞬间基本复位，复位量为80.58 mm，占总位移推移量98 mm的82.22%。分析其原因是由于结构采用了较多的铅芯支座，隔震支座内部橡胶层受到钢板层的约束，存在小部分残余量无法在短时间完全复位。随着时间的延长，残余位移量17.42 mm逐渐缩小，并在48 h后残余量缩小至可以忽略不计。
对于应用隔震技术的建筑，特别是隔震铅芯支座的数量较多时，在地震作用下其隔震层能否瞬间复位备受质疑。因此，基于此试验结果可以消除工程界对于隔震层是否可瞬间复位的疑虑。
需要说明的是，推移复位过程中结构竖向可能会产生轻微震荡的现象，但不足以使隔震支座产生拉应力，对结构不会产生损害，本文不加以讨论。
4　结论与建议
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（1） 环境激励条件下，隔震结构与非隔震结构自振特性相近，表明隔震结构在正常使用状态下具有足够的稳定性；水平初位移条件下，隔震结构第1阶自振周期相比非隔震结构显著延长，阻尼比较大；隔震层力-位移关系曲线形成了饱满的滞回环，表现出其优良的耗能能力。
（2） 水平初位移条件下，隔震结构楼层加速度响应呈现出平动的特性，对各楼层的地震响应控制水平较好，减震效果显著，但是屋顶层略有放大；隔震结构各楼层层间位移角极小，最大层间位移角为1/1440，远小于规范规定的弹性限值
（3） 推移过程中结构产生扭转。其原因是水平推力的合力中心与刚心不重合、结构质量分布不均、隔震支座压应力存在差异、上部结构质量中心和隔震层刚度中心不完全重合。结构设计时应考虑边、角隔震支座的位移放大系数。
（4） 隔震层具有瞬间复位特性。可合理推断出当地震发生时，隔震层能产生自由衰减运动并瞬间回到其初始位置，此结果可以消除人们对于隔震支座是否可瞬间复位的疑虑。
本文仅对结构物做一次性单向水平推移和释放试验，因此所得到的结构动力响应等参数是基于此条件下，与实际地震时建筑出现水平位移往复的情况是有差异的。目前，测试的建筑物已投入使用，测试预留的反力墙会继续保留以便后续用于隔震结构的重复测试，以及隔震支座的自然老化和退化性能的研究与调查。
基金
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  • 福建省住房和城乡建设厅科技研究开发项目(2022-k-136)
  • 厦门市建设与管理局科技项目(厦建科［2014］21号-1号)
  • 福建省自然科学基金资助项目(2020J01940)
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2024年第37卷第4期
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doi: 10.16385/j.cnki.issn.1004-4523.2024.04.005
  • 接收时间：2023-01-16
  • 首发时间：2026-02-09
  • 出版时间：2024-04-28
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  • 收稿日期：2023-01-16
  • 修回日期：2023-04-09
基金
福建省住房和城乡建设厅科技研究开发项目(2022-k-136)
厦门市建设与管理局科技项目(厦建科［2014］21号-1号)
福建省自然科学基金资助项目(2020J01940)
作者信息
    1福州大学土木工程学院,福建　福州　350108
    2福建省建筑设计研究院有限公司,福建　福州　350100
    3北京工业大学城市与工程安全减灾教育部重点试验室,北京　100124
    4福建江夏学院工程学院,福建　福州　350108
    5福建省建筑科学研究院有限责任公司,福建　福州　350100

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林友勤（1973―），男，博士，高级实验师。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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