STATE-OF-THE-ART REVIEW ON STRUCTURAL SEISMIC MONITORING AND ASSESSMENT OF BUILDING STRUCTURES
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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。Abstract: Seismic monitoring of structures has been an important technology for investigating the real-world behaviors of structures and for assessing the seismic performance of structures. The fundamental components and historical development of monitoring systems are firstly introduced. Through illustrating case studies of seismic monitoring of structures around the world, the practical limitations of existing systems are discussed followingly. The relationship between seismic structural monitoring and safety assessment is revealed. The data mining technology and performance assessment methods during the long-term monitoring life of Van Nuys Hotel are summarized with key issues highlighted. The future development of monitoring, of analysis and of assessment for the engineering structures is finally presented.
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Key words:
- seismic monitoring /
- seismic structure /
- review /
- system identification /
- seismic performance
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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 99/27 15 0.15 中国 台北101大厦[14] 101 加速度 30 7 0.07 中国 深圳地王大厦[15] 81 加速度 18 6 0.07 中国 福建防震减灾中心[16] 11 加速度 27 7 0.64 中国 北京人大办公楼[17] 10 加速度 9 3 0.30 中国 台湾中兴大学土木系建筑[18] 7 加速度 27 4 0.57 中国 台湾明立小学[19] 4 加速度 30 4 1.00 美国 Los Angeles Office/Residential Building[20] 73 加速度 36 11 0.15 美国 Salesforce Tower[4] 64 加速度 32 10 0.16 美国 Los Angeles Office Building[21-22] 54 加速度 20 6 0.11 美国 Pacific Park Plaza[23] 30 加速度 24 4 0.13 美国 Green Building at MIT campus[5] 21 加速度 36 11 0.52 美国 An Office Tower in Los Angeles [24] 18 加速度 9 3 0.17 美国 The UCLA Doris and Louis Factor building [25-26] 17 加速度 72 17 1.00 美国 Government Steel Frame Office Building[27] 15 加速度 15 4 0.27 美国 Hollywood Storage Building[28] 14 加速度 15 5 0.36 美国 Sherman Oaks Commercial Building [29] 13 加速度 15 5 0.38 美国 Walnut Creek Residential Building[30] 10 加速度 16 4 0.40 美国 Millikan Library[31-33] 9 加速度 36 9 1.00 美国 Van Nuys Hotel[34] 7 加速度 16 5 0.71 美国 Imperial County Services Building[35] 6 加速度 13 4 0.67 日本 Office Building in Tokyo with Oil Dampers[36] 54 加速度 9 3 0.06 日本 SRC Building in Tokyo[36] 14 加速度 10 5 0.36 日本 RC Office Building in Tokyo[36] 12 加速度 9 3 0.25 日本 RC Office Building [36] 9 加速度 9 3 0.33 日本 RC Structure[36] 7 加速度 12 3 0.43 日本 SIT Building in Tokyo-Bay[37] 14 加速度/位移 63/4 5 0.36 欧洲 Garfagnana Hospital[38] 4 加速度 16 4 1.00 印度 Building in Guwahati, Assam[39] 8 加速度 19 6 0.75 
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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
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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 1987 Whittier 0.170 0.200 1.18 1991 Sierra Madre 0.070 0.100 1.43 1992 Landers 0.040 0.190 4.75 1992 Big Bear 0.030 0.060 2.00 1994 Northridge 0.470 0.590 1.26 2008 Chino Hills 0.054 0.140 2.59 2010 Borrego Springs 0.004 0.016 4.00 2011 Newhall 0.006 0.016 2.67 2014 Encino 0.144 0.219 1.52 2014 Westwood Village 0.010 0.012 1.20
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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 1996 Whittie, Landers, Big Bear, Northridge 基频、传递函数、阻尼比[47] 1996 Northridge 层间位移角、顶层位移、楼层剪力 [57] 1997 Northridge 楼层位移[58] 2001 Northridge 层间剪力、楼层位移[59] 2001 Landers, Big Bear, Northridge 最大位移、屈服位移、延性供需比[60] 2003 Whittier, Landers, Big Bear, Northridge 层间位移角、平均位移角、楼层最大位移[61] 2004 Northridge 峰值位移角、Park-Ang指标(位移分量)[62] 2006 Landers, Big Bear, Northridge 层间位移角、楼层响应峰值、楼层反应谱、层间剪力[63] 2006 Northridge 刚度比、阻尼比、层间位移角[64] 2007 Northridge 频率、瞬时均值频率[65] 2007 Landers, Big Bear, Northridge 一阶振型、模态频率[66] 2008 Northridge 瞬时均值频率[67] 2010 Landers, Big Bear, Northridge 向量自回归移动均值系数[51] 2010 Northridge 模态、一层侧向刚度[68] 2012 Northridge 平均剪切波速、归一化峰值应变[69] 2013 Lander, Northridge 能量耗散率[34] 2016 Northridge 频率[49] 2019 Big Bear, Northridge 频率、阻尼比、弹性谱加速度、功率谱[50] 2020 Big Bear, Northridge 楼层位移、最大层间位移角、耗散能量[70]
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