冷弯薄壁型钢房屋骨架拟动力试验研究

孙海粟; 邢永辉; 王新武; 陈易飞; 布欣

doi:10.13204/j.gyjzG21051009

冷弯薄壁型钢房屋骨架拟动力试验研究

doi: 10.13204/j.gyjzG21051009

1. 洛阳理工学院土木工程学院, 河南洛阳 471023;
2. 重庆大学土木工程学院, 重庆 400045;
3. 北京工业大学建筑工程学院, 北京 100124

基金项目:

国家自然科学基金项目（51678284）；河南省科技创新杰出人才项目（184200510016）。

详细信息

作者简介:
孙海粟,男,1973年出生,副教授,756132731@qq.com。

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

计量
- 文章访问数: 74
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- 被引次数: 0
出版历程
- 收稿日期: 2021-05-10
- 网络出版日期: 2023-10-17

Pseudo Dynamic Test on a Cold-Formed Thin-Walled Steel Housing Structure

1. College of Civil Engineering, Luoyang Institute of Science and Technology, Luoyang 471023, China;
2. College of Civil Engineering, Chongqing University, Chongqing 400045, China;
3. College of Architecture and Civil Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 为了研究冷弯薄壁型钢房屋结构在地震下的整体响应及破坏模式，对一栋高3 m的足尺模型进行不同地震波下的拟动力试验，分析地震作用下房屋的位移响应、滞回性能、刚度退化和墙体骨架破坏模式等，且引入了对骨架破坏程度评估方法，为冷弯型钢房屋破坏程度评估提供了参考。研究表明：加载方向平面内墙体节点破坏模式多为弯扭破坏，且斜撑布置方式对结构内力分布具有较大影响，设计时应给予考虑；房屋加载方向平面内各墙体中间一排节点与门窗洞口处为最薄弱位置，建议利用加固件提升节点开孔处横杆翼缘的整体性或者改变斜撑布置形式等方法提高节点的承载能力；在El Centro波和Northridge波作用下，按照现行GB 50011—2010《建筑抗震设计规范》给出的最大层间位移角参考控制值对结构竖向构件破坏状态的划分方法同样适用于冷弯薄壁型钢结构体系；结构在各地震波作用下，最大层间位移角未超过GB 50011—2010规定的限值，满足"小震不坏，中震可修，大震不倒"的设计目标。
- 冷弯薄壁型钢 /
- 拟动力 /
- 破坏模式 /
- 抗震性能 /
- 开洞墙体
Abstract: In order to study the overall response and damage form of a cold-formed thin-walled steel housing structure under earthquake, the pseudo-dynamic test was carried out on a full-scale model with a height of 3m, analyzing the displacement response, hysteretic performance, stiffness degradation and the failure form of wall skeleton under earthquake action, and the evaluation method of the damage degree of the skeleton was introduced, which could provide a reference for the evaluation of the damage degree of the cold-formed steel buildings. The research showed that the failure mode of joints of in-plane wall parallel to the loading direction were mostly bending and torsion failure, and the arrangement mode of diagonal braces had a great influence on the distribution of internal forces of the structure, which should be considered in the design. The middle row of joints in the walls parallel to the loading direction and the entrance of doors and windows were the most vulnerable positions of the structure, and it was suggested to improve the bearing capacity of the joint by adding the reinforcer to improve the integrity of the flange of the transverse bar at the opening of joint or changing the arrangement of diagonal braces. Under the El Centro wave and Northridge wave, the failure state of the vertical members of the structure was divided according to the reference control value of the maximum inter-storey displacement angle given in the current Code for Seismic Design of Buildings (GB 50011-2010), which could be also applicable to the cold-formed thin-walled steel structure system. The maximum inter-storey displacement angle of the structure under the action of each seismic wave did not exceed the limit value specified in the code, meeting the design goal of "small earthquake is not bad, middle earthquake can repair, big earthquake does not fall".
- cold-formed thin-walled steel /
- pseudo dynamic /
- failure mode /
- seismic perfarmance /
- wall with openings

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参考文献(23)

[1]	AISI.North American specification for the design of cold-formed steel structural members:AISI S100-12[S].Washington DC:American Iron and Steel Institute,2012.
[2]	Standards Australia/Standards New Zealand Committee. Cold-formed steel structures:AS/NZS 4600:2005[S].Sydney:Standards Austalia/Standards New Zealand Committee, 2005.
[3]	ECS.Eurocode 3:design of steel structures:part 1-3:general rules:supplementary rule or cold-formed members and sheeting:BS EN 1993-1-3[S].Brussels, Belgium:European Committee for Standarization, 2006.
[4]	中华人民共和国住房和城乡建设部.低层冷弯薄壁型钢房屋建筑技术规程:JGJ 227-2011[S].北京:中国建筑工业出版社,2011.
[5]	BRANDO G,MATTEIS G D. Buckling resistance of perforated steel angle members[J].Journal of Constructional Steel Research, 2013, 81:52-61.
[6]	RAJKANNU J S, JAYACHANDRAN S A. Flexural-torsional buckling strength of thin-walled channel sections with warping restraint[J/OL].Journal of Constructional Steel Research, 2020[2020-06-01]. https://doi.org/10.1016/j.jcsr.2020.106041.
[7]	TORABIAN S,FRATAMICO D C, SCHAFER B W.Experimental response of cold-formed steel Zee-section beam-columns[J].Thin-Walled Structures, 2016, 98:496-517.
[8]	SANI M S H M, MUFTAH F, TAN C S.Experimental analysis of cold-formed steel c-sections with the notch subjected to axial compression[J].KSCE Journal of Civil Engineering, 2020, 24(4):1228-1239.
[9]	WU Z M, LIU W Q, WANG L, et al. Theoretical and experimental study of foam-filled lattice composite panels under quasi-static compression loading[J].Composites Part B:Engineering, 2014, 60:329-340.
[10]	SHAMIM I, ROGERS C.A. Numerical evaluation:AISI S400 steel-sheathed CFS framed shear wall seismic design method[J]. Thin-Walled Structures, 2015, 95:48-59.
[11]	ZEYNALIAN M, SHAHRASBI A Z. Seismic response of cold formed steel frames sheathed by fiber cement boards[J].Journal of Civil Engineering, 2018, 16:1643-1653.
[12]	刘斌,郝际平,钟炜辉,等.喷涂保温材料冷弯薄壁型钢组合墙体抗震性能试验研究[J].建筑结构学报,2014,35(1):85-92.
[13]	闫维明, 谢志强, 宋林琳,等. 冷弯薄壁型钢结构多颗锁铆连接受剪性能试验研究[J].建筑结构学报,2017,38(10):131-138.
[14]	吴银飞, 朱召泉.自攻螺钉拉剪耦合作用数值分析[J].钢结构,2017,32(3):50-53.
[15]	闫维明, 谢志强, 宋林琳,等. 冷弯薄壁型钢锁铆连接力学性能及其本构模型研究[J]. 工程力学, 2017, 34(8):133-143.
[16]	吴函恒,晁思思, 刘向斌,等. 轻质脱硫石膏改性材料填充冷弯型钢组合墙体抗震性能试验研究[J].建筑结构学报,2020,41(1):42-50.
[17]	沈祖炎, 刘飞, 李元齐,等. 高强超薄壁冷弯型钢低层住宅抗震设计方法[J].建筑结构学报,2013,34(1):44-51.
[18]	李元齐, 刘飞, 沈祖炎,等.高强超薄壁冷弯型钢低层住宅足尺模型振动台试验[J].建筑结构学报, 2013, 34(1):36-43.
[19]	管宇, 周绪红, 石宇,等. 多层冷弯薄壁型钢住宅体系动力时程分析[J].建筑科学与工程学报, 2018, 35(5):142-151.
[20]	国家标准化管理委员会.金属材料拉伸试验第 1部分:室温试验方法:GB/T 228.1-2021[S]. 北京:中国标准出版社,2021.
[21]	中华人民共和国住房和城乡建设部.建筑结构荷载规范:GB 50009-2012[S]. 北京:中国建筑工业出社, 2012.
[22]	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.
[23]	中华人民共和国住房和城乡建设部.建筑抗震试验规程:JGJ/T 101-2015[S].北京:中国建筑工业出版社, 2015.