震后可替换耗能梁偏心支撑钢框架拟静力试验研究

周鑫; 王新武; 余永强; 李通

doi:10.13204/j.gyjzG20101907

震后可替换耗能梁偏心支撑钢框架拟静力试验研究

doi: 10.13204/j.gyjzG20101907

周鑫¹,
王新武^2, ,,
余永强¹,
李通³

1. 河南理工大学土木工程学院, 河南焦作 454000;
2. 河南省新型土木工程结构国际联合实验室, 洛阳理工学院, 河南洛阳 471023;
3. 河南科技大学土木工程学院, 河南洛阳 471023

基金项目:

国家自然科学基金项目(51678284)

中原科技创新领军人才(214200510002)。

河南省科技创新杰出人才基金项目(184200510016)

详细信息

作者简介:
周鑫,男,1992年出生,硕士研究生。

通讯作者:
王新武,男,1971年出生,教授,博士,lywxw518@163.com。

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出版历程
- 收稿日期: 2020-10-19
- 网络出版日期: 2023-05-25
- 刊出日期: 2023-02-20

Quasi-Static Test Study on Eccentrically Braced Steel Frames with Replaceable Links After Earthquake

1. School of Civil Engineering, Henan Polytechnic University, Jiaozuo 454000, China;
2. Henan International Joint Laboratory of New Civil Engineering Structure, Luoyang Institute of Science and Technology, Luoyang 471023, China;
3. School of Civil Engineering, Henan University of Science & Technology, Luoyang 471023, China

摘要

摘要: 近年来,抗震设防目标逐渐从保护生命安全转向震后快速修复,可替换耗能梁段半刚性连接偏心支撑钢框架体系在震后通过替换新耗能梁,能够快速恢复其使用功能,因而得到了广泛关注。为了研究震后修复的偏心支撑钢框架的抗震性能及论证震后替换耗能梁段方法的可行性,首先对1个1:2缩尺偏心支撑钢框架进行低周往复加载试验,然后更换新的耗能梁,再次对其进行低周往复加载试验。试验结果表明:修复替换后的试件与原试件相比,其滞回性能、承载力、延性系数、抗侧刚度和耗能性能虽不及原试件,但仍保留一定的承载力和良好的耗能性能;通过对层间位移角和耗能梁转角的分析,表明修复后的模型的整体变形能力以及其耗能梁转动能力依旧很好;对框架的失效模式和关键部位应变的分析,验证了更换耗能梁修复方法的可行性。
- 偏心支撑 /
- 可替换构件 /
- 抗震性能 /
- 拟静力试验 /
- 震后修复
Abstract: In recent years, the goal of seismic fortification has gradually shifted from protecting life safety to quickly returning to normal after an earthquake. The semi-rigid connection eccentrically braced steel frame system with replaceable links can be quickly restored to use by replacing the new link after an earthquake.In order to study the seismic performance of the eccentrically braced steel frame repaired after earthquake and demonstrate the feasibility of replacing links after earthquake, a 1:2 scaled eccentrically braced steel frame was first subjected to quasi-static load, then it was repaired with a new links after the earthquake, and perform quasi-static loading tests again. The test results showed that compared with the original specimen, the hysteresis performance, bearing capacity, ductility coefficient, lateral stiffness and energy dissipation performance of the repaired and specimen with replaceable link were not as good as the original specimen, but still retained a certain bearing capacity and generally good energy-dissipating capacity. Through the analysis of inter-storey displacement angle and the rotation angle of the link, it was shown that the overall deformation capacity of the repaired model and the rotation capacity of the link were still very good.The failure mode and strain of key parts of the frame were analyzed to verify the feasibility of replacing the link repair method.
- eccentrically braced frame /
- replaceable member /
- seismic performance /
- quasi-static test /
- seismic retrofit

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参考文献(20)

[1]	吕西林,陈云,毛苑君.结构抗震设计的新概念:可恢复功能结构[J].同济大学学报(自然科学版),2011,39(7):941-948.
[2]	AZAD S K, TOPKAYA C. A review of research on steel eccentrically braced frames[J]. Journal of Constructional Steel Research, 2017, 128:53-73.
[3]	NAJAFI L H, TEHRANIZADEH M. Equation for achieving efficient length of link-beams in eccentrically braced frames and its reliability validation[J]. Journal of Constructional Steel Research, 2017, 130:53-64.
[4]	ENGELHARDT M D, POPOV E P.Behavior of long links in eccentrically braced frames:UCB/EERC-89/01[R]. Berkeley:Earthquake Engineering Research Center, University of California, 1989.
[5]	ROEDER C W, POPOV E P. Eccentrically braced steel frames for earthquake[J]. Journal of Structural Division,1978,104(3):391-412.
[6]	HJELMSTAD K D, POPOV E P. Characteristics of eccentrically braced frames[J]. Journal of the Structural Engineering,1982,110(2):340-353.
[7]	BOSCO M, ROSSI P P. Seismic behaviour of eccentrically braced frames[J]. Engineering Structures,2009,31(3):664-674.
[8]	MANSOUR N, SHEN Y, CHRISTOPOULOS C,et al.Experimental evaluation of nonlinear replaceable links in eccentrically braced frames and moment resisting frames[C]//Proceedings of the 14th World Conference on Earthquake Engineering.Beijing:2008.
[9]	DUBINA D, STRATAN A, DINU F. Dual high-strength steel eccentrically braced frames with removable links[J]. Earthquake Engineering & Structural Dynamics, 2008, 37(15):1703-1720.
[10]	段留省,苏明周,郝麒麟,等.高强钢组合K形偏心支撑钢框架抗震性能试验研究[J].建筑结构学报,2014,35(7):18-25.
[11]	段留省,苏明周.高强钢组合K形偏心支撑钢框架震后修复试验研究[J].地震工程与工程振动,2015,35(4):198-205.
[12]	时强,王新武,晏石林,等.平齐端板连接偏心支撑钢框架抗震试验研究[J].华中科技大学学报(自然科学版),2020,48(6):107-112.
[13]	中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB 50011-2010[S].北京:中国建筑工业出版社,2010:55-63.
[14]	AISC. Seismic Provision for Structure Steel Buildings:AISC 341-16[S]. Chicago:American Institute of Steel Construction, 2016.
[15]	CSA. Design of steel structures:CAN/CSA-S16[S]. Toronto:Canadian Standards Association, 2009.
[16]	中华人民共和国住房和城乡建设部.钢结构设计标准:GB 50017-2017[S]. 北京:中国建筑工业出版社,2018.
[17]	中国钢铁工业协会.钢及钢产品力学性能试验取样位置及试样制备:GB/T 2975-1998[S].北京:中国标准出版社,1998.
[18]	中国钢铁工业协会.金属材料拉伸试验第1部分:室温试验方法:GB 228.1-2010[S].北京:中国计划出版社,2010.
[19]	中华人民共和国住房和城乡建设部.建筑抗震试验规程:JCJ/T 101-2015[S].北京:中国建筑工业出版社,2015:9-13.
[20]	傅恒菁. 建筑结构试验[M],北京:冶金工业出版社,1992.