峰值速度和峰值位移对6层钢结构弹塑性地震反应影响的研究

王飞; 张郁山; 尤红兵; 赵凤新

doi:10.11899/zzfy20230415

峰值速度和峰值位移对6层钢结构弹塑性地震反应影响的研究

doi: 10.11899/zzfy20230415

1.
北京市地震局, 北京 100080
2.
中国地震灾害防御中心, 北京100029

基金项目: 地震科技星火计划项目（XH23002A）；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。正高级工程师。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: 2022-03-23
- 刊出日期: 2023-12-01

Influence of PGV and PGD on Structural Nonlinear Seismic Response of A 6-story Steel Building

1.
Beijing Earthquake Agency, Beijing 100080, China
2.
China Earthquake Disaster Prevention Center, Beijing 100029, China

摘要

摘要: 深入揭示地震动峰值特性影响是推进地震动工程特性研究的有效手段。地震动峰值速度和峰值位移特性对结构弹塑性地震反应的影响规律尚需要探索。本文基于窄带时程叠加方法，人工合成具有相同加速度反应谱但峰值速度和峰值位移不同的4个序列地震动时程。其中第1、2序列地震动峰值速度为0.20 m/s，峰值位移分别为0.20 dm和0.40 dm，而第3、4序列地震动峰值位移为0.30 dm，峰值速度分别为0.15 m/s和0.30 m/s。将地震动峰值加速度分别标定至400 cm/s²和800 cm/s²，并以此作为输入开展建设地震观测系统的6层钢结构弹塑性地震反应分析，使得结构发生不同弹塑性地震反应，对比分析在不同序列地震动作用下层间位移角和延性系数等结构工程需求参数差别，探索峰值位移和峰值速度对结构弹塑性地震反应的影响规律。分析表明，在非线性反应阶段后，结构层间位移角和延性系数的变异系数随着输入地震动峰值的增加而增大，地震动峰值特性对结构层间位移角和延性系数等参数有一定影响，影响幅度随输入地震动增加而增大，且峰值速度较峰值位移的影响更为显著。在进行结构设计地震动参数选取时，应重视地震动速度和位移峰值特性的影响。
- 峰值速度 /
- 峰值位移 /
- 弹塑性地震反应 /
- 层间位移角 /
- 延性系数
Abstract: Revealing the influences of amplitude of strong motions is an effective method to push forward the earthquake engineering research. Influence pattern to structural inelastic response of the peak velocity and peak displacement is required to carry out. Based on a specific acceleration response spectrum, 4 sets of artificial ground motions are synthesized with 30 samples. The peak accelerations of the 1st and 2nd sets are identical with value of 1 m/s² and their peak velocities are similarly the same with the value of 0.20 m/s. Their peak displacements differ from each other, with the values at 0.2 dm for the 1st set and 0.4 dm for the 2nd set. The peak accelerations and peak displacements are consistent with the peak velocity of 0.15 m/s for the 3rd set and 0.30 m/s for the 4th set. The ground motions are separately scaled to 400cm/s² and 800cm/s² and they are introduced as the input motions to a 6-story steel building to render certain different degree of non-linear seismic response. Engineering demand parameters including inter-story drift ratio and ductility coefficient are compared for the response under different sets of ground motions. It is inferred from the comparsions that the influence appears a tendency to increase with the amplitude of input ground motions. Analyses also indicate peak velocities have large influences on nonlinear responses and the influence of peak displacement is relatively weaker. Therefore, when ground motions are selected for structural seismic design, it is not appropriate to merely consider spectral characteristics, ignoring the influence of amplitude characteristics.
- Peak velocity /
- Peak displacement /
- Non-linear seismic response /
- Inter-story drift ratio /
- Ductility coefficient

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图 1 目标加速度反应谱

Figure 1. Target acceleration response spectrum

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图 2 结构立面图及其标准层平面布置

Figure 2. Structural elevation and its typical floor plan

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图 3 6层钢结构地震反应观测系统传感器布设位置

Figure 3. The sensor location of the structural seismic response observation system in the 6-story steel building

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图 4 模态分析计算出的结构前9阶自振振型

Figure 4. The first 9 vibration modes of the building identified from modal analysis

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图 5 基于自振频率的瑞雷阻尼比计算

Figure 5. Rayleigh damping ratio based on the first 9 natural frequencies

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图 6 结构数值模拟结果与观测结果的加速度时程对比

Figure 6. Comparison of acceleration time history between simulated results and observation results

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图 7 结构数值模拟结果与观测结果的位移反应对比

Figure 7. Comparison of displacement time history between simulated results and observation results

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图 8 地震动输入为400 cm/s²时4个序列地震动作用下的结构层间位移角分布

Figure 8. Inter-story drift distributions for four sets of ground motions when the input acceleration amplitude is 400 cm/s²

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图 9 不同地震动输入下的结构层间位移角平均值

Figure 9. Average inter-story drift ratio for four sets of ground motions with different input acceleration amplitudes

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图 10 不同地震动输入下的结构延性系数平均值

Figure 10. Average ductility coefficient for four sets of ground motions with different input acceleration amplitudes

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表 1 人造地震动特征

Table 1. The characteristics of peak values of artificial ground motion

合成地震动序列	峰值加速度 PGA/ （m·s⁻²）	峰值速度 PGV/（m·s⁻¹）	峰值位移 PGD/dm
第1序列	1.0	0.20	0.20
第2序列	1.0	0.20	0.40
第3序列	1.0	0.15	0.30
第4序列	1.0	0.30	0.30

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表 2 结构梁柱截面配置表

Table 2. Section configuration of the beams and columns

楼层	梁截面	柱截面
6	W24×68	W14×90
5	W24×84	W14×90
3～4	W24×84	W14×132
2	W27×102	W14×176
1	W30×116	W14×176

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表 3 楼层加速度反应统计

Table 3. Amplitude statistics of floor acceleration response

楼层	加速度/（cm·s⁻²）
楼层	东西向	南北向
顶层	270.7	441.1
2	195.2	279.8
1	208.6	293.0

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表 4 结构自振频率对比分析

Table 4. Comparative analysis of natural frequency of the building

振型编号	振型特性	系统识别频率/Hz	OpenSees计算频率/Hz
1	y方向	1.462	1.456
2	x方向	1.557	1.537
3	扭转	1.679	1.574
4	y方向	4.556	4.531
5	x方向	5.502	5.177
6	扭转	5.475	5.459
7	y方向	9.319	9.312
8	x方向	10.281	10.277
9	扭转	10.976	10.868

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