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结构强震观测与评估研究现状与展望

单伽锃 王律己 余桦 苏金蓉

单伽锃, 王律己, 余桦, 苏金蓉. 结构强震观测与评估研究现状与展望[J]. 工程力学, 2022, 39(11): 1-12. doi: 10.6052/j.issn.1000-4750.2021.06.0450
引用本文: 单伽锃, 王律己, 余桦, 苏金蓉. 结构强震观测与评估研究现状与展望[J]. 工程力学, 2022, 39(11): 1-12. doi: 10.6052/j.issn.1000-4750.2021.06.0450
SHAN Jia-zeng, WANG Lü-ji, YU Hua, SU Jin-rong. STATE-OF-THE-ART REVIEW ON STRUCTURAL SEISMIC MONITORING AND ASSESSMENT OF BUILDING STRUCTURES[J]. Engineering Mechanics, 2022, 39(11): 1-12. doi: 10.6052/j.issn.1000-4750.2021.06.0450
Citation: SHAN Jia-zeng, WANG Lü-ji, YU Hua, SU Jin-rong. STATE-OF-THE-ART REVIEW ON STRUCTURAL SEISMIC MONITORING AND ASSESSMENT OF BUILDING STRUCTURES[J]. Engineering Mechanics, 2022, 39(11): 1-12. doi: 10.6052/j.issn.1000-4750.2021.06.0450

结构强震观测与评估研究现状与展望

doi: 10.6052/j.issn.1000-4750.2021.06.0450
基金项目: 国家自然科学基金项目(51878483);工程结构性能演化与控制教育部重点实验室开放基金项目(2019KF-6);同济大学土木工程高峰学科学科交叉类合作基金项目(2021-CE-03)
详细信息
    作者简介:

    单伽锃(1986−),男,浙江人,副教授,博士,博导,主要从事结构健康监测与防灾减灾研究(E-mail: jzshan@tongji.edu.cn)

    王律己(1998−),男,浙江人,博士生,主要从事结构健康监测与防灾减灾研究(E-mail: wlj_9491@tongji.edu.cn)

    余 桦(1982−),男,四川人,高工,学士,四川地震台业务室副主任,主要从事强震观测研究(E-mail: eqscyh@163.com)

    通讯作者:

    苏金蓉(1971−),女,四川人,高工,硕士,四川地震台副台长,从事地震监测、预警技术研究(E-mail: sujr0816@163.com)

  • 中图分类号: P315.9

STATE-OF-THE-ART REVIEW ON STRUCTURAL SEISMIC MONITORING AND ASSESSMENT OF BUILDING STRUCTURES

Funds: National Natural Science Foundation of China (51878483); Key Laboratory of Performance Evolution and Control for Engineering Structures (Tongji University), Ministry of Education (2019KF-6);Interdisciplinary Cooperation Fund of Civil Engineering Summit Discipline of Tongji University (2021-CE-03)
  • 摘要: 结构强震观测系统是揭示工程系统抗震行为、评估结构灾后安全性能的一项重要技术,在世界范围内得到了广泛的发展与应用。介绍该观测系统的组成及历史发展,统计国内外典型建筑结构强震观测实例,并分析现有结构强震观测系统的局限性。阐述了强震观测到安全评估的内在逻辑,在此基础上,对Van Nuys酒店长期服役状态与性能评估中的数据挖掘方法进行了综述,并深入分析了当前数据研究与评估方法存在的问题。结合现有国内外研究现状与发展趋势,对未来工程结构强震观测数据的分析挖掘与安全评估进行了展望。
  • 图  1  美国加州Van Nuys酒店长期服役状态变化过程

    Figure  1.  Long-term state variation process of Van Nuys 7-story Hotel

    图  2  考虑建模误差、模型可识别性和模型精度的物理模型选择耦合问题

    Figure  2.  Coupled problem on physical model selection regarding the modeling error, model identifiability, and model fineness

    表  1  国内外建筑结构强震观测实例

    Table  1.   Case study of strong seismic monitoring of structure in the world

    国家建筑物结构楼层数监测数据类型监测通道数监测楼层数丰富度指标
    中国上海环球金融中心[13]101加速度/速度99/27150.15
    中国台北101大厦[14]101加速度3070.07
    中国深圳地王大厦[15]81加速度1860.07
    中国福建防震减灾中心[16]11加速度2770.64
    中国北京人大办公楼[17]10加速度930.30
    中国台湾中兴大学土木系建筑[18]7加速度2740.57
    中国台湾明立小学[19]4加速度3041.00
    美国Los Angeles Office/Residential Building[20]73加速度36110.15
    美国Salesforce Tower[4]64加速度32100.16
    美国Los Angeles Office Building[21-22]54加速度2060.11
    美国Pacific Park Plaza[23]30加速度2440.13
    美国Green Building at MIT campus[5]21加速度36110.52
    美国An Office Tower in Los Angeles [24]18加速度930.17
    美国The UCLA Doris and Louis Factor building [25-26]17加速度72171.00
    美国Government Steel Frame Office Building[27]15加速度1540.27
    美国Hollywood Storage Building[28]14加速度1550.36
    美国Sherman Oaks Commercial Building [29]13加速度1550.38
    美国Walnut Creek Residential Building[30]10加速度1640.40
    美国Millikan Library[31-33]9加速度3691.00
    美国Van Nuys Hotel[34]7加速度1650.71
    美国Imperial County Services Building[35]6加速度1340.67
    日本Office Building in Tokyo with Oil Dampers[36]54加速度930.06
    日本SRC Building in Tokyo[36]14加速度1050.36
    日本RC Office Building in Tokyo[36]12加速度930.25
    日本RC Office Building [36]9加速度930.33
    日本RC Structure[36]7加速度1230.43
    日本SIT Building in Tokyo-Bay[37]14加速度/位移63/450.36
    欧洲Garfagnana Hospital[38]4加速度1641.00
    印度Building in Guwahati, Assam[39]8加速度1960.75
    下载: 导出CSV

    表  2  2011年东日本大地震后结构强震观测及性能评估成果综述

    Table  2.   Review of seismic monitoring and results of performance assessment during the Tohoku earthquake

    房子监测数据类型评估结果
    宫城县9层隔震办公楼[36]加速度整体结构周期延长,上层结构保持弹性
    神奈川县7层隔震教学楼[36]加速度整体结构动力特性保持稳定
    东京12层隔震办公楼[36]加速度整体结构周期延长、阻尼比大幅上升,上层结构保持弹性
    宫城县21层高级通讯塔[36]加速度前三阶模态叠加分析结果与监测响应记录几乎一致
    东京14层设阻尼器建筑[36]加速度前三阶模态叠加分析结果与监测响应记录几乎一致
    东京54层设阻尼器建筑[36]加速度附加阻尼系统一定程度上能减小结构响应峰值
    东京24层AMD钢框架大楼[42]加速度、阻尼器行程结构固有频率保持不变,阻尼比上升
    大阪湾区55层钢框架结构[43]加速度弯剪模型相较于剪切模型,更准确的反映原模型高阶自振周期
    东京Kogakuin Building[44]加速度结构基频永久下降,阻尼比水平较低
    东京STEC Building[44]加速度结构基频永久下降,阻尼比水平较低
    Kosha Tower[45]加速度结构存在永久损伤,基频下降
    东京湾SIT建筑[37]加速度、位移激励频率与结构扭转频率相当,上部结构响应剧烈,隔震层刚度退化
    台北101大厦[3]加速度激励频率远低于结构自振频率,结构响应较小
    东京都市大学9号楼[46]加速度结构局部损伤,基频降低
    下载: 导出CSV

    表  3  Van Nuys 酒店结构地震观测时间及基本信息

    Table  3.   Seismic events and basic information for Van Nuys

    年份/年地震事件PGA/g结构峰值加速度/g加速度放大系数
    1987Whittier0.1700.2001.18
    1991Sierra Madre0.0700.1001.43
    1992Landers0.0400.1904.75
    1992Big Bear0.0300.0602.00
    1994Northridge0.4700.5901.26
    2008Chino Hills0.0540.1402.59
    2010Borrego Springs0.0040.0164.00
    2011Newhall0.0060.0162.67
    2014Encino0.1440.2191.52
    2014Westwood Village0.0100.0121.20
    下载: 导出CSV

    表  4  Van Nuys 酒店50年性能评估汇总

    Table  4.   Summary of performance assessments of Van Nuys hotel during last 50 years

    成果发表年份/年评估地震事件评估指标
    1996Whittie, Landers, Big Bear, Northridge基频、传递函数、阻尼比[47]
    1996Northridge层间位移角、顶层位移、楼层剪力 [57]
    1997Northridge楼层位移[58]
    2001Northridge层间剪力、楼层位移[59]
    2001Landers, Big Bear, Northridge最大位移、屈服位移、延性供需比[60]
    2003Whittier, Landers, Big Bear, Northridge层间位移角、平均位移角、楼层最大位移[61]
    2004Northridge峰值位移角、Park-Ang指标(位移分量)[62]
    2006Landers, Big Bear, Northridge层间位移角、楼层响应峰值、楼层反应谱、层间剪力[63]
    2006Northridge刚度比、阻尼比、层间位移角[64]
    2007Northridge频率、瞬时均值频率[65]
    2007Landers, Big Bear, Northridge一阶振型、模态频率[66]
    2008Northridge瞬时均值频率[67]
    2010Landers, Big Bear, Northridge向量自回归移动均值系数[51]
    2010Northridge模态、一层侧向刚度[68]
    2012Northridge平均剪切波速、归一化峰值应变[69]
    2013Lander, Northridge能量耗散率[34]
    2016Northridge频率[49]
    2019Big Bear, Northridge频率、阻尼比、弹性谱加速度、功率谱[50]
    2020Big Bear, Northridge楼层位移、最大层间位移角、耗散能量[70]
    下载: 导出CSV
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  • 收稿日期:  2021-06-11
  • 录用日期:  2021-12-02
  • 修回日期:  2021-10-27
  • 网络出版日期:  2021-12-02
  • 刊出日期:  2022-11-01

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