Pseudostatic Numerical Simulation and Statistic Analysis of Coupled Steel Plate Shear Walls Based on Orthogonal Tests

WU Xinghuang; FU Hang; TIAN Weifeng

doi:10.3724/j.gyjzG25021208

Volume 56 Issue 9

Sep. 2026

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WU Xinghuang, FU Hang, TIAN Weifeng. Pseudostatic Numerical Simulation and Statistic Analysis of Coupled Steel Plate Shear Walls Based on Orthogonal Tests[J]. INDUSTRIAL CONSTRUCTION, 2026, 56(9): 152-164. doi: 10.3724/j.gyjzG25021208

Citation:

WU Xinghuang, FU Hang, TIAN Weifeng. Pseudostatic Numerical Simulation and Statistic Analysis of Coupled Steel Plate Shear Walls Based on Orthogonal Tests[J]. INDUSTRIAL CONSTRUCTION, 2026, 56(9): 152-164. doi: 10.3724/j.gyjzG25021208

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Pseudostatic Numerical Simulation and Statistic Analysis of Coupled Steel Plate Shear Walls Based on Orthogonal Tests

doi: 10.3724/j.gyjzG25021208

1. China MCC5 Group Corp. Ltd., Chengdu 610011, China;
2. School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China

Received Date: 2025-02-12
Available Online: 2026-11-07

Abstract

Abstract

In order to identify reasonable component combinations and the relationships of factors influenced structure performance， an orthogonal test with nine factors and three levels was designed using SPSS statistical software. This design selected 27 representative coupled steel plate shear wall samples by an orthogonal array. Numerical simulations， namely pushover and quasi-static loading， were carried out for each sample using finite element software. Finally， range and variance analyses were conducted using structural bearing capacity， ductility， energy dissipation， and volume as assessment indicators. The analysis results show that the wallboard aspect ratio and the wall pier width ratio most strongly affect bearing capacity， energy dissipation， and volume. The connection rigidity of the coupling beams and columns primarily affects structural ductility. The design should adhere to the principle of a “strong frame with a weak wallboard”， where coupling beams are rigidly connected with a section modulus not less than that of the beam， ensuring shear deformation is dominant. For preliminary design， it is suggested that the width ratio of the wallboard not exceed 2， and that component sections be designed based on a coupling degree within the range of 0.340 to 0.634. An average coupling degree of 0.51 is recommended to speed up the design process.
- coupled steel plate shear wall,
- SPSS,
- orthogonal test,
- ABAQUS numerical simulation,
- analysis of variance,
- seismic performance,
- coupling degree

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References(40)

References

[1]	THORBURN L J,KULAK G L,MONTGOMERY C J. Analysis of steel plate shear walls,structural engineering:No. 107[R]. Edmonton:Department of Civil Engineering,University of Alberta,1983.
[2]	TIMLER P A,KULAK G L. Experimental study of steel plate shear walls,structural engineering:No. 114[R]. Edmonton:Department of Civil Engineering,University of Alberta,1983.
[3]	TIMLER P A. Design procedures development,analytical verification,and cost evaluation of steel plate shear wall structures:No. 98-01[R]. Canada:Earthquake Engineering Research Facility Technical,1998.
[4]	ELGAALY M. Thin steel plate shear walls behavior and analysis[J]. Thin-Walled Structures,1998,32（1/2/3）:151-180.
[5]	BERMAN J W,BRUNEAU M. Experimental investigation of light-gauge steel plate shear walls[J]. Journal of Structural Engineering,2005,131（2）:259-267.
[6]	CHEN S J,JHANG C. Experimental study of low-yield-point steel plate shear wall under in-plane load[J]. Journal of Constructional Steel Research,2011,67（6）:977-985.
[7]	BERMAN J,BRUNEAU M. Plastic analysis and design of steel plate shear walls[J]. Journal of Structural Engineering,2003,129（11）:1448-1456.
[8]	ASCE. Guide20:steel plate shear walls[Z]. Reston:American Society of Civil Engineers,2007.
[9]	郝际平,袁昌鲁,樊春雷,等．钢板剪力墙结构基于性能的塑性设计方法研究[J]．工程力学,2015,32（7）:118-127 ．
[10]	郝际平,樊春雷,钟炜辉,等．钢框架-钢板剪力墙基于中震的性能化设计方法[J]．建筑结构,2015,45（3）:1-7 ．
[11]	于金光,郝际平,宁子健,等．半刚性框架-槽钢十字形约束钢板剪力墙结构抗震性能试验研究[J]．建筑结构学报,2014,35（6）:75-83 ．
[12]	房晨,郝际平,樊春雷,等．两种密肋框格屈曲约束低屈服点钢板剪力墙抗震性能试验研究[J]．建筑结构学报,2017,38（10）:38-50 ．
[13]	葛明兰. 半刚性框架-屈曲约束钢板剪力墙振动台试验研究与抗震性能分析[D]．西安:西安建筑科技大学,2018．
[14]	陈云涛,吕西林．联肢剪力墙抗震性能研究:试验和理论分析[J]．建筑结构学报,2003,24（4）:25-34 ．
[15]	GHOLHAKI M,GHADAKSAZ M B. Investigation of the Link beam length of a coupled steel plate shear wall[J]. Steel and Composite Structures,2016,20（1）:107-125.
[16]	PAVIR A,SHEKASTEHBAND B. Hysteretic behavior of coupled steel plate shear walls[J]. Journal of Constructional Steel Research,2017,133:19-35.
[17]	GORJI M S,CHENG J J R. Plastic analysis and performance-based design of coupled steel plate shear walls[J]. Engineering Structures,2018,166:472-484.
[18]	谭智诚. 联肢钢板剪力墙结构抗震性能分析[D]. 广州:广州大学,2018.
[19]	郝际平,吴星煌,田炜烽,等. 联肢与非联肢柱弱轴连接钢板剪力墙结构抗震性能试验研究[J]. 建筑结构学报,2024,45（11）:43-54.
[20]	HAO J P,WU X H,TIAN W F,et al. Experiment and numerical analysis of multi-story coupled steel plate shear wall with weak-axis connections[J]. Journal of Building Engineering,2023,73:106699.
[21]	HAO J P,LI S H,TIAN W F,et al. Seismic performance of coupled steel plate shear wall with slits[J]. Journal of Constructional Steel Research,2023,202:107674.
[22]	YU H L,JEONG D Y. Application of a stress triaxiality dependent fracture criterion in the finite element analysis of unnotched Charpy specimens[J]. Theoretical and Applied Fracture Mechanics,2010,54（1）:54-62.
[23]	周天华,李文超,管宇,等. 基于应力三轴度的钢框架循环加载损伤分析[J]. 工程力学,2014,31（7）:146-155.
[24]	DU Y,SHAO Y,CAO Y. Performance of repaired steel plate shear wall with earthquake-induced damage[J]. Journal of Constructional Steel Research,2022,190:107149.
[25]	ABAQUS. Analysis user’s manual,version 6.17[M]. Providence:Dassault Systèmes Simulia Corp.,2017.
[26]	陈惠发. 钢框架稳定设计[M]. 上海:上海世界图书出版公司,1999.
[27]	宁子健,郝际平. 半刚性框架-无黏结十字加劲钢板剪力墙结构低周往复荷载试验研究[J]. 建筑结构学报,2015,36（4）:25-32.
[28]	李峰. 钢板剪力墙抗震性能的试验与理论研究[D]. 西安:西安建筑科技大学,2011.
[29]	于金光,郝际平,李波．考虑轴压作用下钢板剪力墙结构边框柱稳定性研究[J]．地震工程与工程振动,2015（4）:244-253．
[30]	王迎春. 薄钢板剪力墙在压弯剪作用下承载力的试验与理论研究[D]. 西安:西安建筑科技大学,2011.
[31]	何映平. 试验设计与分析[M]. 北京:化学工业出版社,2013.
[32]	邓振伟,于萍,陈玲. SPSS软件在正交试验设计、结果分析中的应用[J]. 电脑学习,2009（5）:15-17.
[33]	中华人民共和国住房和城乡建设部. 钢板剪力墙技术规程:JGJ/T 380—2015[S]. 北京:中国建筑工业出版社,2016.
[34]	王萌. 强烈地震作用下钢框架的损伤退化行为[D]. 北京:清华大学,2013.
[35]	朱龙海,李东,邱先振. 利用正交极差分析功能组分对水泥基修补砂浆的性能[J]. 混凝土,2019（3）:120-123.
[36]	李志辉,罗平. SPSS 常用统计分析教程:SPSS 22.0 中英文版[M]. 4 版. 北京:电子工业出版社,2015.
[37]	吴云燕,华中生,查勇. AHP中群决策权重的确定与判断矩阵的合并[J]. 运筹与管理,2016,12（4）:16-21.
[38]	XUE D,LI J M,ZHANG H J,et al. Research on computation methods of AHP weight vector and its applications[J]. Mathematics in Practice and Theory,2012,42（7）:93-100.
[39]	BORELLO D J,FAHNESTOCK L A. Behavior and mechanisms of steel plate shear walls with coupling[J]. Journal of Constructional Steel Research,2012,74:8-16.
[40]	American Institute of Steel Construction（AISC）. Seismic provisions for structural steel buildings:AI SC 341-16[S]. Chicago:AISC,2016.