装配式减震节点转动型阻尼器抗震性能及恢复力模型研究

吴从晓; 列文琛; 吴昌根; 李常虹; 李定斌; 吴从永

doi:10.6052/j.issn.1000-4750.2021.08.0623

装配式减震节点转动型阻尼器抗震性能及恢复力模型研究

doi: 10.6052/j.issn.1000-4750.2021.08.0623

1.
广州大学土木工程学院，广州 510006
2.
中建科工集团有限公司，深圳 518064
3.
中国建筑西南设计研究院有限公司，成都 610041

基金项目: 四川省科技计划项目(2021YJ0074)；广州市科技计划项目(202102010506)；国家自然科学基金项目(52178466)

详细信息

作者简介:
吴从晓(1981−)，男，江西九江人，副教授，博士，主要从事结构抗震与消能减震技术研究(E-mail: wu-congxiao@163.com)

吴昌根(1979−)，男，四川广安人，高工，学士，主要从事装配式结构施工研究(E-mail: 25950041@qq.com)

李常虹(1980−)，男，河南南阳人，高工，硕士，主要从事结构设计及分析研究(E-mail: lid9@xnjz.com)

李定斌(1993−)，男，河南洛阳人，博士生，主要从事结构抗震与消能减震技术研究(E-mail: li-dingbin@e.gzhu.edu.cn)

吴从永(1962−)，男，江西九江人，高工，学士，主要从事结构设计及分析研究(E-mail: 315427965@qq.com)

通讯作者:
列文琛(1997−)，男，广东广州人，硕士生，主要从事结构抗震与消能减震技术研究(E-mail: 438171766@qq.com)

中图分类号: TU375.4
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出版历程
- 收稿日期: 2021-08-11
- 录用日期: 2021-11-18
- 修回日期: 2021-11-10
- 网络出版日期: 2021-11-18
- 刊出日期: 2023-02-01

STUDY ON SEISMIC PERFORMANCE AND HYSTERETIC MODEL OF ROTATIONAL DAMPER FOR ENERGY-DISSIPATIVE PRECAST CONCRETE JOINTS

1.
School of Civil Engineering, Guangzhou University, Guangzhou 510006, China
2.
China Construction Science and Industry Corporation Ltd., Shenzhen 518064, China
3.
China Southwest Architectural Design and Research Institute Co., Ltd., Chengdu 610041, China

摘要

摘要: 提出一种可用于预制装配式结构中梁柱连接和耗能的转动型阻尼器——扭转钢管阻尼器。设计了5个不同参数的扭转钢管阻尼器试件并对其进行了拟静力低周往复加载试验，结果表明：试件整体绕销轴发生转动变形，具有良好的转动变形能力，极限转角均在0.06 rad以上，延性系数均大于规范要求的4.0；试件的滞回曲线饱满，具有明显的等向强化特征，等效黏滞阻尼系数达到0.5左右，具有良好的耗能能力；试件的壁厚和外径越大、有效管长越小，其转动强度越大；试件在等幅循环加载下各项疲劳性能指标基本在±15%的规范要求内，具有良好的抗疲劳性能。在此基础上，对Bouc-Wen模型进行改进以模拟阻尼器的滞回行为，采用量子粒子群算法对试验滞回曲线进行了参数识别，识别结果表明改进Bouc-Wen模型能更好地适应试件的等向强化特性，具有比Bouc-Wen模型更高的模拟精度，可用于整体结构的抗震分析计算。
- 预制装配式混凝土结构 /
- 转动型阻尼器 /
- 拟静力试验 /
- 抗震性能 /
- 改进Bouc-Wen模型 /
- 参数识别
Abstract: A novel rotational damper named torsional steel-tube damper is proposed, which can be implemented to the beam-column connection with energy dissipated in precast concrete structures. Five damper specimens with different parameters are designed and tested under quasi-static cyclic loading. Test results show that the specimens rotate around the pin shaft and have excellent rotational deformation. The limit angle is more than 0.06 rad, and the ductility factor is larger than 4.0 required by the specification. The hysteretic curves of the specimens are plump, and apparent isotropic hardening behaviour can be observed. The equivalent viscous damping factors of the specimens are about 0.5, indicating that the damper has good energy dissipation capacity. The specimen with a larger wall thickness and outer diameter and smaller effective tube length has larger rotational strength. Under cyclic loading with a constant amplitude, all fatigue performance parameters of the specimens are basically within the specification requirements of ±15%, and the specimen has good anti-fatigue performance. The modified Bouc-Wen model is introduced to simulate the cyclic behaviour of the damper, and the quantum particle swarm optimization algorithm is used to identify the model parameters. The identification results show that the modified Bouc-Wen model can well adapt to the specimens' isotropic hardening behaviour and has higher simulation accuracy than that of Bouc-Wen model. The modified model can be used for the seismic analysis of monolithic structures.
- precast concrete structure /
- rotational damper /
- quasi-static test /
- seismic performance /
- modified Bouc-Wen model /
- parameter identification

HTML全文

图 1 扭转钢管阻尼器示意图

Figure 1. Schematic diagram of the torsional steel tube damper

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图 2 耗能钢管截面及连接示意图

Figure 2. Section of energy-dissipated tube

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图 3 试件设计尺寸　/mm

Figure 3. Dimensions of specimens

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图 4 试验加载装置

Figure 4. Test setup

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图 5 应变花及应变片布置示意图

Figure 5. Layout of strain gauges

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图 6 试验现象

Figure 6. Test phenomenon

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图 7 耗能钢管的剪切断裂

Figure 7. Shear fracture of energy-dissipated tube

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图 8 弯矩-转角(M-θ)滞回曲线

Figure 8. M-θ hysteretic curves

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图 9 弯矩-转角(M-θ)骨架曲线

Figure 9. M-θ skeleton curves

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图 10 刚度退化

Figure 10. Stiffness degradation

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图 11 强度退化

Figure 11. Strength degradation

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图 12 耗能特性

Figure 12. Energy dissipation characteristics

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图 13 耗能钢管管壁应变主方向

Figure 13. Principal direction of strain on tube wall

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图 14 耳板端部应变

Figure 14. Strain on end of the ear plat

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图 15 试件TSTD-5的滞回曲线

Figure 15. Hysteretic curve of specimen TSTD-5

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图 16 疲劳性能指标

Figure 16. Fatigue performance

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图 17 Bouc-Wen及其改进模型

Figure 17. Bouc-Wen model and modified Bouc-Wen model

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图 18 等向强化的实现方式

Figure 18. Realization of isotropic hardening

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图 19 循环加载中的累积塑性位移计算

Figure 19. Calculation of accumulative plastic displacement

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图 20 粒子群算法求解流程

Figure 20. Solution flow of PSO

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图 21 Bouc-Wen模型模拟结果

Figure 21. Simulation results of the Bouc-Wen model

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图 23 识别骨架曲线与试验结果对比

Figure 23. Comparison of skeleton curves

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图 22 改进Bouc-Wen模型模拟结果

Figure 22. Simulation results of the modified Bouc-Wen model

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图 24 适应度值的演化过程

Figure 24. Evolution of fitness values

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表 1 耗能钢管设计参数

Table 1. Dimensions of the energy-dissipated tube /mm

试件编号	壁厚δ	外径D_out	有效管长L₀	加载方式
TSTD-1	6	140	35	变幅循环
TSTD-2	4	140	35
TSTD-3	6	100	35
TSTD-4	6	140	65
TSTD-5	6	140	35	等幅循环

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表 2 加载制度LP-1

Table 2. Loading protocol of LP-1

工况	1	2	3	4	5	6	i(i>6)
位移角/rad	0.00375	0.005	0.0075	0.01	0.015	0.02	0.02+0.01×(i-6)
循环次数	6	6	6	4	2	2	2
作动器位移/mm	5.7	7.6	11.4	15.2	22.8	30.4	15.2×i-60.8
注：1) 从第7个工况开始，每个工况的位移角比上一个工况大0.01 rad，循环2次； 2) 作动器位移等于位移角乘以加载作用线到阻尼器底部的距离(图4(a)中的H₂)。

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表 3 骨架曲线特征值

Table 3. Feature points on skeleton curves

试件编号	方向	屈服点		峰值荷载点		延性系数	特征承载力M_f/(kN∙m)
试件编号	方向	M_y/(kN∙m)	θ_y/rad	M_u/(kN∙m)	θ_u/rad	延性系数	特征承载力M_f/(kN∙m)
TSTD-1	+	60.75	0.0127	97.77	0.0746	>5.73	93.20
	−	62.04	0.0130	98.63	0.0746		94.68
	平均	61.39	0.0129	98.20	0.0746		93.94
TSTD-2	+	43.52	0.0122	66.41	0.0656	>5.37	65.13
	−	41.65	0.0095	68.96	0.0646		67.60
	平均	42.59	0.0109	67.69	0.0651		66.36
TSTD-3	+	31.67	0.0178	50.23	0.0955	5.38	45.37
	−	31.75	0.0160	51.98	0.0944		47.17
	平均	31.71	0.0169	51.11	0.0949		46.27
TSTD-4	+	61.34	0.0144	93.18	0.0888	>6.18	87.00
	−	60.98	0.0135	96.91	0.0861		90.04
	平均	61.16	0.0140	95.04	0.0875		88.52

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表 4 粒子位置取值范围

Table 4. Range for position

参数	F_y	u_y	α	n	μ	λ
上界	100	0.03	0.03	2	1	1
下界	20	0.003	0	0	0	0

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表 5 参数识别结果

Table 5. Identification results of parameters

试件	恢复力模型	屈服力F_y	屈服位移u_y	刚度比α	弹塑性过渡段控制参数n	等向强化控制参数μ	等向强化控制参数λ
TSTD-1	Bouc-Wen	83.1685	0.0084	0.0181	0.6710	−	−
TSTD-1	改进Bouc-Wen	64.6684	0.0070	0.0177	1.2271	0.4692	0.0153
TSTD-2	Bouc-Wen	56.7087	0.0061	0.0139	0.5525	−	−
TSTD-2	改进Bouc-Wen	45.5456	0.0053	0.0122	0.9454	0.5105	0.0081
TSTD-3	Bouc-Wen	44.4703	0.0088	0.0100	0.4540	−	−
TSTD-3	改进Bouc-Wen	34.8033	0.0074	0.0100	0.7570	0.4885	0.0073
TSTD-4	Bouc-Wen	78.3645	0.0091	0.0220	0.9018	−	−
TSTD-4	改进Bouc-Wen	57.9884	0.0071	0.0194	1.9979	0.5005	0.0235

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