建筑结构监测与抗震韧性评估

王飞; 康现栋; 刘影; 陈宏宇

doi:10.11899/zzfy20220316

建筑结构监测与抗震韧性评估

doi: 10.11899/zzfy20220316

北京市地震局, 北京 100080

基金项目: 地震科技星火计划项目（XH17001）；北京市地震局2022年面上项目（BJMS-2022002）

详细信息

作者简介:
王飞，男，生于1979年。副研究员。主要从事结构监测与抗震研究。E-mail：wangfei@bjseis.gov.cn

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出版历程
- 收稿日期: 2020-09-29
- 刊出日期: 2022-09-30

Structural Monitoring and Seismic Resilience Evaluation of Buildings

Beijing Earthquake Agency, Beijing 100080, China

摘要

摘要: 建筑结构响应是有效反映结构动力特性的最直接参数，开展结构动力响应实时监测可为结构抗震韧性评估提供准确的地震动输入。本文基于非结构构件损失构建结构抗震韧性评估方法，研究确定位移敏感型和加速度敏感型非结构构件的易损性模型。选择某六层钢筋混凝土框架结构进行实时监测系统建设，基于监测数据开展结构抗震韧性评估。通过构建建筑信息模型（BIM），并在有限元分析软件OpenSees中建立结构弹塑性分析模型，利用实时监测数据实现结构模型更新，直至监测数据与模型分析结果一致。由于实时监测数据峰值较低，结构不会发生塑性变形，因此选择10条双向非脉冲地震动模拟实时监测地震记录。根据层间位移角和楼面加速度分布，开展结构功能损失评估，得到该建筑结构的抗震韧性得分。分析表明，该结构抗震性能较好，在遭受地震破坏后，会发生非结构构件脱落，需要采取有效措施进一步提升建筑抗震韧性水平。
- 实时监测 /
- 模型更新 /
- 层间位移角 /
- 楼层加速度 /
- 抗震韧性
Abstract: Building response is the immediate parameter to reflect the structural dynamic characteristic. Real-time earthquake response monitoring is introduced to provide accurate input ground motions for seismic resilience evaluation. The method for building seismic resilience evaluation is put forward based on the loss of the non-structural elements. The fragility models are respectively determined for the displacement sensitive and acceleration sensitive non-structural elements. A six-story reinforced concrete frame structure is selected to construct the real-time monitoring system and evaluation of its seismic resilience is carried out based on the system recordings. According to the building design documents and the technical requirements, the monitoring scheme is accomplished and the system is instrumented. The building information model (BIM) is established according to the design documentation. The elastoplastic finite element model is simultaneously constructed based on the software OpenSees, an open source for finite element analysis. The data recorded in an earthquake are applied to update the numerical model. The updating terminates when the simulated frequencies is similarly consistent to the identified values from the recorded data. However, the amplitudes are unconspicuous and no plastic deformation appears. Ten bidirectional non-pulse ground motions are selected as the input data to simulate the real-time monitoring waves. The peak inter-story drift ratio and the acceleration are figured out to evaluate the loss of the structure function, then the score of seismic resilience is achieved. Analysis results show that the earthquake resistant performance is in good condition. However, the non-structural elements will be broken and fall down during major earthquakes. Effective measures are needed to improve the seismic resilience of the building.
- Real-time monitoring /
- Model update /
- Inter-story drift ratio /
- Floor acceleration /
- Seismic resilience

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图 1 易损性曲线

Figure 1. Fragility curves for elements

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图 2 教学楼外立面及BIM模型

Figure 2. Elevation of the teaching building and its building information model

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图 3 教学楼结构柱分布图（单位：毫米）

Figure 3. Column distribution of the teaching building （Unit：mm）

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图 4 教学楼结构梁分布示意图（单位：毫米）

Figure 4. Beam distribution of the teaching building（Unit：mm）

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图 5 地震响应监测系统布设位置及其在河北唐山地震中的地震记录

Figure 5. Layout of the sensors and recorder for real-time response monitoring system and its recordings in Tangshan earthquake

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图 6 结构传递函数

Figure 6. Transfer function of the building

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图 7 选定的10组地震动反应谱及其均值与8度罕遇地震规范反应谱对比

Figure 7. Response spectra of the 10 strong motions and comparing with the standard response spectra of rare earthquake in the site with seismic intensity of VIII

下载: 全尺寸图片幻灯片

图 8 罕遇地震动作用下结构层间位移角均值和平均峰值加速度分布

Figure 8. The inter-story drift ratio and peak acceleration under the 10 strong motions scaled to the level of the rare earthquake

下载: 全尺寸图片幻灯片

表 1 通过地震记录和模拟得到的结构自振周期

Table 1. Natural frequencies and mode directions identified from earthquake recordings and simulation

振型编号	识别周期 /Hz	模拟周期 /Hz	振型方向
1	0.659	0.663	南北
2	0.653	0.658	东西
3	0.252	0.258	南北
4	0.249	0.254	东西

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表 2 基于标准反应谱选取的10组地震动

Table 2. 10 strong ground motions selected on the basis of standard response spectra

序号	地震名称	台站名称	年份	1方向PGA/g	2方向PGA/g
1	Friuli,Italy-01	Tolmezzo	1976	0.357	0.315
2	ImperialValley	Delta	1979	0.350	0.236
3	Landers	JoshuaTree	1992	0.284	0.274
4	Northridge-01	CanyonCountry	1994	0.404	0.315
5	Northridge-01	Castaic	1994	0.568	0.514
6	Northridge-01	LA-SaturnSt	1994	0.468	0.431
7	Kobe_Japan	Kakogawa	1995	0.324	0.240
8	Kobe_Japan	Shin-Osaka	1995	0.233	0.225
9	Chi-Chi_Taiwan	CHY034	1999	0.300	0.249
10	HectorMine	Hector	1999	0.328	0.265

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表 3 吊顶和填充墙易损性参数

Table 3. The parameters for the fragility curves of the suspended ceiling and the in-filled wall

项目		吊顶		填充墙
项目		DS1	DS2	DS1	DS2
易损性参数	θ	0.8440	1.0820	0.0012	0.0024
易损性参数	β	0.376	0.315	0.360	0.360
损失比/%		30	100	10	100

下载: 导出CSV

表 4 教学楼功能损伤情况

Table 4. The results of the function loss for the teaching building

楼层	L_Disp	L_Acc	R_{loss j}	λ_j	R_{loss j}λ_j	R_loss
1层	0.99956	0.37316	0.786586	0.245675	0.193245	0.69
2层	1.00000	0.48663	0.825453	0.257814	0.212814
3层	0.89755	0.40736	0.730882	0.228277	0.166843
4层	0.55414	0.48094	0.529253	0.165302	0.087487
5层	0.11941	0.73749	0.329559	0.102931	0.033922

下载: 导出CSV

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