[1] ZHOU Guangru, LIU Han, LI Xiangmin, CUI Shaoxian, et al. Study on the seismic performance of buckling-restrained SPSW structure with butterfly-shaped links on the lateral sides [J]. Journal of Southeast University (English Edition), 2025, 41 (2): 190-198. [doi:10.3969/j.issn.1003-7985.2025.02.008]

Copy

Study on the seismic performance of buckling-restrained SPSW structure with butterfly-shaped links on the lateral sides()

侧面带蝴蝶形板的防屈曲钢板剪力墙结构抗震性能研究

Share：

Journal of Southeast University (English Edition)[ISSN:1003-7985/CN:32-1325/N]

Volumn:

41

Issue:

2025 2

Page:

190-198

Research Field:

Civil Engineering

Publishing date:

2025-06-17

Info

Title:

Study on the seismic performance of buckling-restrained SPSW structure with butterfly-shaped links on the lateral sides

侧面带蝴蝶形板的防屈曲钢板剪力墙结构抗震性能研究

Author(s):

ZHOU Guangru^1,2, LIU Han², LI Xiangmin³, CUI Shaoxian¹, LENG Yubing³, HAN Chongqing^1,2

1.Architects & Engineers Co., Ltd, Southeast University, Nanjing 210096, China
2.School of Civil Engineering, Southeast University, Nanjing 211189, China
3.Shanghai Key Laboratory of Engineering Structure Safety, Shanghai 200032, China

周广如^1,2, 刘涵², 李向民³, 崔绍贤¹, 冷予冰³, 韩重庆^1,2

1.东南大学建筑设计研究院有限公司，南京 210096
2.东南大学土木工程学院，南京 211189
3.上海市工程结构安全重点实验室，上海 200032

Keywords:

steel plate shear wall structure;  seismic performance;  cooperative performance;  buckling-restrained steel plate shear wall;  butterfly-shaped link

钢板剪力墙结构; 抗震性能; 协同工作; 防屈曲钢板剪力墙; 蝴蝶形板

PACS:

TU398.2

DOI:

10.3969/j.issn.1003-7985.2025.02.008

Abstract:

A buckling-restrained steel plate shear wall (BRSPSW) structure with butterfly-shaped links on the lateral sides is introduced to improve the cooperative performance between the BRSPSW and the boundary frames.A one-span two-story concrete-filled steel tube (CFT) column frame specimen equipped with lateral-side butterfly-shaped linked BRSPSWs (LBL-BRSPSWs) is evaluated under low-cycle reversed loading.A finite element (FE) model is developed and validated based on the test results.This FE model accurately simulates the failure modes and load-displacement curves.Parametric analyses are conducted on the butterfly-shaped links.The results show that the interactions between the CFT column frame and LBL-BRSPSWs are significantly influenced by the width ratio of the butterfly-shaped links, while the taper ratio and aspect ratio have relatively minor influences.Compared with traditional steel shear walls with four-sided connections, LBL-BRSPSWs reduce the additional axial forces and bending moments in the frame columns by 28% to 73% and 17% to 87%, respectively, with only a 9% to 30% decrease in the lateral resistance.The experimental and parametric analysis results indicate that setting butterfly-shaped links on the lateral sides of BRSPSWs can significantly enhance their cooperative performance with the boundary frame.The butterfly-shaped link width ratio has a linear relationship with the lateral-resistance performance of the specimens and the additional internal forces in the frame columns.To ensure that LBL-BRSPSW fails prior to the column frames, the link width ratio should be optimized.

为改善防屈曲钢板剪力墙与周边框架的协同工作性能，提出一种两侧带蝴蝶形板的防屈曲钢板剪力墙结构。制作了单跨两层钢框架-带蝴蝶形板防屈曲剪力墙试件，进行了低周反复加载试验。对试件进行有限元分析，并通过试验结果对有限分析结果进行验证，对比结果表明该有限元模型能够准确模拟试件的失效模式和载荷-位移曲线。对试件中的蝴蝶形板进行有限元参数分析，结果表明：蝴蝶形板的端部宽度比对钢管混凝土柱与两侧带蝴蝶形板防屈曲钢板剪力墙间的相互作用力影响较大，而长宽比和腰宽比的影响相对较小；与四边连接防屈曲钢板剪力墙相比，两侧带蝴蝶形板钢板剪力墙传给框架柱的附加轴力和弯矩分别减少了28%~73%和17%~87%，而试件水平承载力仅下降9%~30%。试验和有限元参数分析结果表明：防屈曲钢板剪力墙两侧设置蝴蝶形板对其与周边框架的协同工作性能提高效果显著；蝴蝶形板端部宽度比与试件的抗侧性能和框架柱内的附加内力成线性关系，为保证带蝴蝶形板钢板剪力墙先于框架柱失效，蝴蝶形板的端部宽度比不能过大。

References:

[1]HOU J, GUO L H, GAO S, et al.Out-plane interaction behavior of partially buckling-restrained steel plate shear walls[J].Thin-Walled Structures, 2023, 183: 110352.
[2]GUO Y L, DONG Q L.Research and application of steel plate shear wall in high-rise building[J].Steel Construction, 2005, 20(1): 1-6.(in Chinese)
[3]HAN Q H, ZHANG Y S, WANG D Y, et al.Seismic behavior of buckling-restrained steel plate shear wall with assembled multi-RC panels[J].Journal of Constructional Steel Research, 2019, 157: 397-413.
[4]LI C H, TSAI K C, LIN C H, et al.Cyclic tests of four two-story narrow steel plate shear walls.Part 2: Experimental results and design implications[J].Earthquake Engineering & Structural Dynamics, 2010, 39(7): 801-826.
[5]YU J G, FENG X T, LI B, et al.Effects of non-welded multi-rib stiffeners on the performance of steel plate shear walls[J].Journal of Constructional Steel Research, 2018, 144: 1-12.
[6]WANG Y H, GU C W, TANG Q, et al.Experimental study on cyclic pure shear behaviour of hat-section cold-formed steel member buckling-restrained steel plate shear walls without effect of frame[J].Engineering Structures, 2019, 201: 109799.
[7]YU J G, YANG Z, ZHAO C, et al.Seismic performance of aluminum honeycomb sandwich panel buckling-restrained steel plate shear wall[J].Journal of Constructional Steel Research, 2024, 215: 108528.
[8]ZHANG A L, SU L, CAO Z L, et al.Application of steel frame + anti-buckling steel plate shear wall structural system in prefabricated steel residences[J].Building Structure, 2021, 51(17): 85-90.(in Chinese)
[9]LIU S, FENG R Q.Seismic performance of a hybrid system of frame and steel-sheathed cold-formed steel shear wall[J].Journal of Southeast University (Natural Science Edition), 2023, 53(5): 820-829.(in Chinese)
[10]TAN J K, ZHOU X H, SU H, et al.Interaction behaviour of buckling-restrained steel plate shear wall and boundary composite frame[J].Journal of Constructional Steel Research, 2022, 191: 107189.
[11]TAN J K, ZHOU X H, NIE X, et al.Experimental and numerical investigation of cross-shaped buckling-restrained SPSWs with composite structure[J].Journal of Building Engineering, 2022, 47: 103873.
[12]HAO J P, BIAN H, SHEN X B, et al.Experimental study on seismic behavior of semi-rigid connection steel frame and buckling-restrained steel plate shear wall with two-side connections[J].Journal of Building Structures, 2015, 36(8): 1-8.(in Chinese)
[13]YU J G, HAO J P.Behaviour of semi-rigid steel frames with steel plate shear walls[J].Advanced Steel Construction, 2016, 12(2): 154-173.
[14]WEI M W, RICHARD LIEW J Y, DU Y, et al.Seismic behavior of novel partially connected buckling-restrained steel plate shear walls[J].Soil Dynamics and Earthquake Engineering, 2017, 103: 64-75.
[15]WEI M W, RICHARD LIEW J Y, FU X Y.Nonlinear finite element modeling of novel partially connected buckling-restrained steel plate shear walls[J].International Journal of Steel Structures, 2019, 19(1): 28-43.
[16]VALIZADEH H, VELADI H, AZAR B F, et al.Experimental investigation on cyclic behavior of butterfly-shaped links steel plate shear walls[J].International Journal of Engineering, 2019, 32(11): 1559-1569.
[17]XIE L Q, WU J, ZHANG J Y, et al.Experimental study on mechanical property of precast concrete frame with replaceable energy dissipation connectors[J].Journal of Southeast University (Natural Science Edition), 2021, 5(1): 1-8.(in Chinese)
[18]HAN C Q, YANG R F, LI X M, et al.Study on seismic performance of prefabricated CFST rectangular column to steel beam connections with side plate[J].Journal of Building Structures, 2024, 45(4): 50-60.(in Chinese)
[19]Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical specification for steel plate shear walls: JGJ/T 380—2015[S].Beijing: China Architecture & Building Press, 2015.(in Chinese)
[20]GORJI AZANDARIANI M, GHOLHAKI M, KAFI M A.Experimental and numerical investigation of low-yield-strength (LYS) steel plate shear walls under cyclic loading[J].Engineering Structures, 2020, 203: 109866.
[21]State Administration for Market Regulation, Standardization Administration.Metallic materials—Tensile testing—Part 1: Method of test at room temperature: GB/T 228.1—2021[S].Beijing: Standards Press of China, 2021.(in Chinese)
[22]Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Specification for seismic test of buildings: JGJ/T 101—2015[S].Beijing: China Architecture & Building Press, 2015.(in Chinese)
[23]WEI M W.Analysis and design of fabricated partially connected buckling-restrained steel plate shear walls[D].Harbin: Harbin Institute of Technology, 2017.(in Chinese)
[24]LI X M, YANG R F, HAN C Q, et al.Study on moment-rotation relationship model of easy-repairing joints of rectangular concrete-filled steel tubular column-steel beam with S-shaped damper[J/OL].Engineering Mechanics,2023[2024-07-31]. https://link.cnki.net/urlid/11.2595.O3.20231226.0956.014.(in Chinese)
[25]Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Code for design of concrete structures(2015 Edition): GB 50010—2010[S].Beijing: China Architecture & Building Press, 2015.(in Chinese)
[26]HAN L H.Principle of concrete filled steel tube structure[M].Beijing: China Architecture & Building Press, 2023: 101-103.(in Chinese).
[27]FARZAMPOUR A.Structural behavior prediction of the Butterfly-shaped and straight shear fuses[J].Structures, 2021, 33: 3964-3972.

Memo

Memo:

Received 2024-06-06,Revised 2024-07-30.
Biographies:Zhou Guangru (1968—), male, master, senior engineer;Li Xiangmin (corresponding author), male, doctor, professor-level senior engineer, 13601902634@163.com.
Foundation items:The National Key Research and Development Program of China (No.2023YFC3805005), Shanghai Municipal Science and Technology Commission Research Program (No.22DZ1201404).
Citation:ZHOU Guangru,LIU Han,LI Xiangmin,et al.Study on the seismic performance of buckling-restrained SPSW structure with butterfly-shaped links on the lateral sides[J].Journal of Southeast University (English Edition),2025,41(2):190-198.DOI:10.3969/j.issn.1003-7985.2025.02.008.DOI:10.3969/j.issn.1003-7985.2025.02.008

Common functions