消能限位型钢支撑抗震性能试验研究及结构地震易损性分析

刘春阳; 孙鹏; 赵兴权

doi:10.6052/j.issn.1000-4750.2021.03.0196

消能限位型钢支撑抗震性能试验研究及结构地震易损性分析

刘春阳^{1, 2, ,},
孙鹏^1,,
赵兴权^1,

1.
山东建筑大学土木工程学院，山东，济南 250101
2.
山东建筑大学建筑结构加固改造与地下空间工程教育部重点实验室，山东，济南 250101

基金项目: 山东省自然科学基金项目(ZR2018MEE044)

详细信息

作者简介:
孙　鹏(1995−)，男，山东人，硕士生，主要从事工程结构抗震等方面的研究(Email: 13666351651@163.com)

赵兴权(1958−)，男，新西兰籍，教授，工学博士，主要从事工程结构抗震等方面的研究(Email: 759259446@qq.com)

通讯作者:
刘春阳(1980−)，男，山东人，副教授，工学博士，主要从事工程结构抗震等方面的研究(Email: liucy2011@sdjzu.edu.cn)

中图分类号: TU392
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出版历程
- 收稿日期: 2021-03-15
- 修回日期: 2021-05-24
- 网络出版日期: 2021-06-14
- 刊出日期: 2022-04-30

EXPERIMENTAL STUDY ON SEISMIC PERFORMANCE OF ENERGY DISSIPATION AND POSITION LIMITATION STEEL BRACE AND STRUCTURE SEISMIC VULNERABILITY ANALYSIS

1.
Department of Civil Engineering, Shandong Jianzhu University, Jinan, Shandong 250101, China
2.
Key Laboratory of Building Structural Retrofitting and Underground Space Engineering (Shandong Jianzhu University), Ministry of Education, Jinan, Shandong 250101, China

摘要

摘要: 该文提出一种消能限位型钢支撑以期改善建筑结构抗震性能，设计了5个钢支撑，设计参数为限位位移、限位块数量、钢芯截面尺寸及长度。通过低周往复加载试验对5个钢支撑的破坏特征、滞回特性、骨架曲线和刚度等抗震性能进行了研究。基于IDA分析评估了含钢支撑框架结构模型的抗地震倒塌性能。结果表明：该钢支撑构造合理，滞回性能稳定；增设限位块后可发挥限位作用，并可提供较大的附加刚度；限位块数量和截面尺寸以及其与支撑工作段连接面焊缝的刚度影响附加刚度的提升程度；该文提出的钢支撑各阶段刚度计算公式所得结果与试验值符合较好，可为钢支撑设计提供参考；设置含有限位块的消能限位型钢支撑结构的倒塌储备系数提高，有利于改善底层柔性结构的抗倒塌能力。
- 底层柔性建筑 /
- 钢支撑 /
- 消能限位 /
- 支撑附加刚度 /
- 地震易损性分析 /
- 抗倒塌性能
Abstract: A kind of energy dissipation and position limitation type steel brace is proposed to improve the seismic performance of a building structure. Five steel braces are designed, and the limitation displacement, limitation block number, steel core section size and length are chosen as the design parameters. Based on the test study, the characteristics including the failure mode, hysteresis loops behavior, skeleton curves, and stiffness are demonstrated. The seismic collapse resistance of steel braced frame structures is evaluated through IDA analysis. The results show that: the steel brace structure is reasonable with stable hysteretic performance, and the position limitation block could play a limiting role and provide greater additional stiffness. The number and section size of the position limitation block and the weld stiffness of the joint surface with the steel core affect the lifting degree of the additional stiffness. The calculation results of the stiffness formulas presented are in a good agreement with the experimental values, which can provide a reference for the practical design of steel braces. The collapse reserve coefficient of this type of steel braces with position limitation blocks is increased, beneficial to improve the collapse resistance of soft first storey building.
- building with flexible lower storey /
- steel brace /
- energy dissipation and position limitation /
- additional brace stiffness /
- seismic vulnerability analysis /
- collapse resistance ability

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图 1 支撑组成示意图

Figure 1. Steel brace composition

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图 2 支撑几何尺寸示意图

Figure 2. Schematic diagram of the brace geometrical dimension

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图 3 加载装置示意图及实物图

Figure 3. Diagram and image of test setup

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图 4 试验加载制度

Figure 4. Loading protocol sketch

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图 5 试件破坏形特征

Figure 5. Ultimate failure characteristics of specimens

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图 6 滞回曲线

Figure 6. Hysteretic curves

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图 7 骨架曲线

Figure 7. Skeleton curves

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图 8 结构平面及支撑平面布置图

Figure 8. Structural plan and support layout plan

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图 9 支撑竖向布置图

Figure 9. Vertical layout of the brace

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图 10 加速度反应谱曲线图

Figure 10. Acceleration response spectrum curve

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图 11 IDA曲线

Figure 11. IDA curves

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图 12 地震概率需求模型曲线

Figure 12. Curve of seismic probability demand model

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图 13 结构地震易损性曲线

Figure 13. Structural seismic vulnerability curves

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表 1 试件设计参数

Table 1 Design parameters of specimen

试件编号	钢芯截面尺寸/mm²	钢芯长度/mm	限位应变/(%)	限位位移 d₁/mm	限位位移 d₂/mm	限位位移 d₃/mm	限位位移 d₄/mm
ZC-1	110×10	1200	0.0	−	−	−	−
ZC-2	110×10	1200	1.0	4.5	3	3	4.5
ZC-3	80×10	1200	1.0	4.5	3	3	4.5
ZC-4	110×10	800	1.0	3.0	2	2	3.0
ZC-5	110×10	1200	2.0	9.0	6	6	9.0

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表 2 支撑连接段、过渡段及耗能段几何尺寸

Table 2 Geometric dimension of support core unit

试件编号	连接段					耗能段		过渡段长 L_C/mm	支撑总长 L/mm	L₁/mm	L₂/mm	L₃/mm	L₄/mm
试件编号	长度 L_F/mm	翼缘宽 B_F/mm	翼缘厚 t_F/mm	侧向加劲肋长L_K/mm	水平加劲板高h/mm	长度 L_Y/mm	宽度 B_Y/mm	过渡段长 L_C/mm	支撑总长 L/mm	L₁/mm	L₂/mm	L₃/mm	L₄/mm
ZC-1	320	135	20	390	190	1200	110	50	2000	−	−	−	−
ZC-2	320	135	20	390	190	1200	110	50	2000	450	300	300	450
ZC-3	320	135	20	390	160	1200	80	50	2000	450	300	300	450
ZC-4	270	135	20	320	190	800	110	50	1500	300	200	200	300
ZC-5	320	135	20	390	190	1200	110	50	2000	450	300	300	450
注：L₁~L₄分别为相应限位块中心到钢芯中间截面的距离。

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表 3 约束钢板几何尺寸

Table 3 Geometric dimension of restrained steel plate

试件编号	L_B/mm	L_S/mm	L_T/mm	L_U/mm	L_V/mm	L_W/mm
ZC-1	1200	−	−	−	−	−
ZC-2	1200	120.5	59	692.5	56	272
ZC-3	1200	120.5	59	692.5	56	272
ZC-4	800	72	56	445	54	173
ZC-5	1200	116	68	685	62	269

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表 4 钢材的主要力学性能

Table 4 Mechanical properties of steel

用途	钢号	板厚/ mm	屈服强度/MPa	极限强度/MPa	断后伸长率/(%)	强屈比
钢芯	Q235	10	386	531	39	1.38
约束钢板	Q235	20	337	450	33	1.34

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表 5 支撑各阶段刚度值

Table 5 Stiffness values of the brace

试件编号	试验值			理论计算值			相对误差/(%)
试件编号	K₁/(kN/mm)	K₂/(kN/mm)	K₃/(kN/mm)	K₁/(kN/mm)	K₂/(kN/mm)	K₃/(kN/mm)	K₁	K₂	K₃
ZC1	182.6	6.2	−	176.0	5.7	−	3.8	8.7	−
ZC2	160.8	6.1	14.4	176.0	5.7	13.8	−8.6	7.0	4.3
ZC3	118.4	4.5	11.3	129.9	4.1	12.2	−8.9	9.8	−7.4
ZC4	164.8	5.9	15.0	176.0	5.7	13.8	−6.3	3.5	8.7
ZC5	159.2	6.0	9.3	176.0	5.7	9.7	−9.5	5.2	−4.1

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表 6 钢支撑几何参数

Table 6 Geometric parameters of steel bracing

钢芯			约束钢板			限位块			连接段长度/mm	过渡段长度/mm	支撑总长度/mm
长度/mm	宽度/mm	厚度/mm	长度/mm	宽度/mm	厚度/mm	长度/mm	宽度/mm	厚度/mm	连接段长度/mm	过渡段长度/mm	支撑总长度/mm
4460	440	40	4460	720	60	200	120	60	400	200	5660

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表 7 近断层地震动记录

Table 7 Near fault ground motion records

序号	RSN	台站	震级	断层距/km	PGA/g	脉冲周期/s
1	1476	TCU029	7.62	28.04	0.16	5.285
2	1176	YPT150	7.51	1.38	0.32	4.949
3	1510	TCU075	7.62	0.89	0.33	4.998
4	983	JGB022	6.69	5.43	0.57	3.535
5	147	G02140	6.53	8.47	0.26	0.35
6	767	G03090	6.93	12.23	0.37	2.639
7	802	STG090	6.93	7.58	0.33	4.571
8	1052	PKC360	6.69	5.26	0.43	0.728
9	3746	CBF360	7.01	16.44	0.48	1.967
10	568	GIC090	5.80	2.14	0.71	0.805
11	1086	SYL360	6.69	1.74	0.84	2.436
12	180	E05230	6.53	1.76	0.38	4.130

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表 8 不同性态水平的最大层间位移角限值^[27]

Table 8 Maximum interlaminar displacement angle limits at different performance levels

结构性能水平	性能状态描述	楼层最大层间位移角/(%)
立即使用(IO)	结构轻度破坏	1
生命安全(LS)	结构遭受一定的破坏	2
防止倒塌(CP)	结构遭受严重破坏	4

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表 9 结构倒塌储备系数CMR

Table 9 Structural collapse reserve factor CMR

模型编号	S_a(T₁)_50%/g	S_a(T₁) /g	CMR
模型1	0.60	0.39	1.54
模型2	1.0	0.42	2.38
模型3	1.25	0.44	2.84

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1.	邹云峰，卢玄东，阳劲松，周帅，何旭辉. 基于模态综合法和模态叠加法的密集模态结构响应重构. 工程力学. 2023(03): 54-64 . 本站查看
2.	周星宇. 在线监测系统在危重桥梁运维的应用. 价值工程. 2023(14): 125-127 . 百度学术
3.	邹云峰，卢玄东，阳劲松，何旭辉. 基于应变模态响应重构的损伤识别方法. 工程力学. 2022(09): 225-233 . 本站查看
4.	杨振伟，周广东，伊廷华，李宏男. 基于分级免疫萤火虫算法的桥梁振动传感器优化布置研究. 工程力学. 2019(03): 63-70 . 本站查看
5.	任鹏，周智，白石，欧进萍. 桁架结构疲劳监测的应变响应估计方法研究. 工程力学. 2018(09): 114-125 . 本站查看