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浙江大学学报(工学版)
浙江大学学报(工学版)  2023, Vol. 57 Issue (6): 1090-1099    DOI: 10.3785/j.issn.1008-973X.2023.06.004
土木工程、水利工程     
新型可恢复功能半刚性节点抗震性能试验研究
焦志安1,2(),魏建鹏1,2,郭杨1,2,戴良军1,2,田黎敏3,*()
1. 安徽省建筑科学研究设计院 绿色建筑与装配式建造安徽省重点实验室，安徽 合肥 230031
2. 安徽建工集团，安徽 合肥 230022
3. 西安建筑科技大学 土木工程学院，陕西 西安 710055
Experimental study on seismic performance of new earthquake-resilient semi-rigid joint
Zhi-an JIAO1,2(),Jian-peng WEI1,2,Yang GUO1,2,Liang-jun DAI1,2,Li-min TIAN3,*()
1. Anhui Province Key Laboratory of Green Building and Assembly Construction, Anhui Institute of Building Research & Design, Hefei 230031, China
2. Anhui Construction Engineering Group, Hefei 230022, China
3. School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an 710055, China
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摘要：

为了实现建筑功能的震后快速恢复，提出新型可恢复功能半刚性节点. 新型节点主要由T形耗能板、带铰的预制梁柱和高强螺栓群组成. 对4个该新型节点试件及1个同尺寸的焊接节点对比试件进行往复加载试验，考察新型节点的抗震性能，分析耗能区截面面积、长度、截面惯性矩对新型节点滞回性能的影响. 结果表明：新型节点比焊接节点具备更好的承载能力、耗能能力和延性. 在试验中，非弹性变形主要集中在耗能板，主体结构基本无损伤，更换T形耗能板能够快速恢复结构功能. 不同耗能区长度、惯性矩表现出不同的破坏特征与抗震性能. 提出简单的新型节点设计计算方法，可以有效预测各类新型节点在往复荷载作用下的受力性能与破坏特征；对比采用所提方法计算与试验记录得出的屈服载荷、极限载荷，两者最大误差分别为2.5%、12.8%.
关键词： 装配式节点;  可恢复功能防震结构;  抗震性能;  往复加载试验;  理论分析    
Abstract:

A new type of semi-rigid joint with recoverable function was proposed, in order to realize the rapid recovery of building functions after earthquake. The new joints were mainly composed of T-shaped energy dissipation plates, prefabricated beams and columns with hinges, and group of high-strength bolts. Four specimens of the new joint and one comparison specimen with welding joints in the same size were tested by reciprocating load tests. The seismic performance of the new joint was investigated, and the influence of the energy dissipation zone parameters such as section area, length and section moment of inertia on the hysteretic performance was analyzed. Results show that the new joints have better carrying capacity, energy consumption capacity and ductility than welding joints. In the test, the inelastic deformation is mainly concentrated on the energy dissipation plate, and the main structure is basically intact. Replacing the T-shaped energy dissipation plate can quickly restore the structure function. Different length and moment of inertia of the energy dissipation zone show different damage characteristics and seismic performance. A simple calculation method of new joint design was proposed, the proposed method can effectively predict the mechanical performance and destruction characteristics of various types of new joints under reciprocating load. Compared the yield load and ultimate load calculated by using the proposed method with the test record, the maximum errors of the two were 2.5% and 12.8% respectively.
Key words: prefabricated joint    earthquake resilient structure    seismic performance    reciprocating load test    theoretical analysis
收稿日期: 2022-06-21 出版日期: 2023-06-30
CLC:  TU 391  
基金资助: 国家自然科学基金资助项目(52178161，51608433)；绿色建筑与装配式建造安徽省重点实验室资助课题(2021-JKYL-001)；安徽建工集团资助课题(2021-19JF)；2022年度省住房城乡建设科学技术计划项目资助课题(2022-YF164)
通讯作者: 田黎敏     E-mail: Zhian_Jiao@163.com;tianlimin701@163.com
作者简介: 焦志安（1995—），男，硕士生，从事建筑结构新型梁柱节点研究. orcid.org/0000-0003-3676-5585. E-mail： Zhian_Jiao@163.com
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引用本文:

焦志安,魏建鹏,郭杨,戴良军,田黎敏. 新型可恢复功能半刚性节点抗震性能试验研究[J]. 浙江大学学报(工学版), 2023, 57(6): 1090-1099.

Zhi-an JIAO,Jian-peng WEI,Yang GUO,Liang-jun DAI,Li-min TIAN. Experimental study on seismic performance of new earthquake-resilient semi-rigid joint. Journal of ZheJiang University (Engineering Science), 2023, 57(6): 1090-1099.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2023.06.004    或    https://www.zjujournals.com/eng/CN/Y2023/V57/I6/1090

图 1  新型可恢复功能半刚性节点构造示意图
图 2  节点试件的构造尺寸图
试件 l/mm w/mm h/mm A/mm2 I/ mm4
HJ-1 200 70 45 1 200 275 517
HJ-2 200 80 30 1 200 114 192
HJ-3 120 70 45 1 200 275 517
HJ-4 200 100 60 1 680 602 743
表 1  新型节点试件的T形耗能板尺寸表
取样位置 fy/MPa fu/MPa ?y/(10?6ε)
短梁翼缘 351 636 1 704
短梁腹板 346 506 1 680
长梁翼缘 376 555 1 825
长梁腹板 418 564 2 029
加劲肋 325 438 1 578
T形耗能板翼缘 267 431 1 335
T形耗能板腹板 276 432 1 380
表 2  钢材材料性能试验结果
图 3  往复加载试验装置图
图 4  往复加载试验制度曲线
图 5  节点试件的测点布置图
试件 FyT / kN FuT / kN FT / F FB / FyB
截面1 截面2 截面4
HJ-1 325.8 517.8 3.62 0.54 1.01 0.99
HJ-2 325.8 517.8 3.71 0.52 0.99 0.96
HJ-3 325.8 517.8 3.62 0.54 1.01 0.99
HJ-4 456.1 724.9 3.58 0.76 1.44 1.40
表 3  新型节点试件的受力分析计算结果（FT=FuT）
图 6  焊接节点试件（WS）的变形特征
图 7  新型节点试件的变形特征
图 8  不同节点试件的滞回曲线对比图
图 9  节点试件的荷载-位移骨架曲线
试件 Δy/mm Fy/kN $\overline F $y/kN Δu/mm $\overline \varDelta $u/mm Fmax/kN $\overline F $max/kN μ
WS 24 119.6 126.1 64.7 68.7 143.3 150.6 2.9
?132.6 ?72.7 ?158.0
HJ-1 16 84.3 88.6 96.0 96.0 129.0 137.8 6
?93.0 ?96.0 ?146.6
HJ-2 16 81.2 85.8 81.2 84.0 114.3 124.0 5.3
?90.4 ?86.7 ?133.7
HJ-3 16 86.5 92.0 77.6 78.8 138.0 147.9 4.9
?97.6 ?80.0 ?157.8
HJ-4 24 124.3 130.6 96.0 96.0 166.6 179.5 4.0
?137.0 ?96.0 ?192.4
表 4  节点试件的承载能力与延性系数
图 10  节点试件的刚度退化曲线
图 11  节点试件的累计耗能曲线
图 12  等效黏滞阻尼系数曲线
图 13  2种节点试件在1号位移计处的滞回曲线
图 14  2种节点试件的位移特征
图 15  2种新型节点试件的4个截面的应变曲线
$\varDelta $/mm εs1/(10?6ε) εs2/(10?6ε) εs3/(10?6ε) εs4/(10?6ε)
HJ-1 HJ-4 HJ-1 HJ-4 HJ-1 HJ-4 HJ-1 HJ-4
16 566 712 942.2 486 1 925 1 176 445 505
24 698 897 1 615 615 5 590 3 465 508 655
96 907 2 563 2 150 2 164 55 024 43 792 1 450 1 861
表 5  新型节点试件的4个截面的应变
试件 关键现象预测 试验现象 Fyc/kN Fuc/kN Fye/kN Fue/kN δly/% δlu/%
HJ-1 耗能优异，结构主体无损伤 耗能优异，结构主体基本无损伤 90.0 143.0 88.7 137.8 1.5 3.8
HJ-2 耗能能力较差 耗能能力较差且耗能板弯曲破坏 87.8 139.6 85.8 124.0 2.3 12.6
HJ-3 ? < 96 mm，
耗能板断裂 		?= 80 mm，
耗能板断裂 		90.0 143.0 92.1 147.9 2.2 3.3
HJ-4 主体结构损伤 梁三处截面进入
塑性 		127.4 202.5 130.7 179.5 2.5 12.8
表 6  新型节点试件的理论、试验结果对比
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