针对钢框架梁柱加宽型节点、削弱型节点和加宽-削弱型节点，在已经完成了三种改进型梁柱节点试验与有限元分析的基础上，采用ABAQUS有限元软件建立了8层三种改进型节点框架和普通刚接框架模型，对其进行模态和8度罕遇地震作用下的动力时程分析，并详细对比分析四种钢框架的抗震性能。分析结果表明：与刚接框架相比，三种改进型节点框架在8度罕遇地震下实现了节点塑性铰外移，保护了梁端焊缝。与节点削弱型框架相比，节点加宽-削弱型框架有效的控制了结构的层间位移角；与节点加宽型框架相比，节点加宽-削弱型框架对结构基底剪力影响不大，柱脚和节点域塑性应变小于节点加宽型框架，因此具有更为可靠的抗震性能。
Abstract
After finishing the experiment and finite element analysis towards the improved connections, which included reduced beam flange connection, widened beam flange connection and widened-reduced beam flange connection, the finite element models of three steel frames with improved connections and rigid frame were built by using ABAQUS software, and the modal analysis, the dynamic time-history analysis of three improved steel frame were carried out to analyze the seismic behavior compared with the rigid steel frame. The analysis results indicate that three improved steel frames could shift away the plastic hinge from the panel zone and protect the beam end welding under the 8-degree rare earthquake. Compared with the reduced-beam flange steel frames, the widened-reduced beam flange steel frame controlled effectively the story drift. Compared with the widened-beam flange steel frame, the widened-reduced beam flange steel frame had little influence on the base shear force and lead smaller development of the plastic strain to the column base and panel zone. Therefore, the widened-reduced beam flange steel frame had better seismic behavior.
关键词
节点削弱型钢框架 /
节点加宽型钢框架 /
节点加宽-削弱型钢框架 /
动力时程分析 /
抗震性能
{{custom_keyword}} /
Key words
Reduced Beam Flange Steel Frame /
Widened Beam Flange Steel Frame /
Widened-Reduced Beam Flange Steel Frame /
Time-history analysis /
Seismic behavior
{{custom_keyword}} /
{{custom_sec.title}}
{{custom_sec.title}}
{{custom_sec.content}}
参考文献
[1] William E，Manuel M. Professional structural engineering experience related to welded steel moment frames following the Northridge earthquake[J]. The Structural Design of Tall Buildings, 1996,5(1): 29-44.
[2] Duane K. Lessons learned from the Northridge earth-quake[J]. Engineering Structures, 1998, 20(4/5/6):249- 260.
[3] Brandon Chi，Chia-Ming Uang Cyclic Response and Design Recommendations of Reduced Beam Section Moment Connections with Deep Columns. Journal of Structural Engineering. 2002.4, 4（128）：464-473.
[4] Jun Jin, Sherif El-Tawil. Seismic performance of steel frames with reduced beam section connections[J]. Journal of Constructional Steel Research 61 (2005) 453–471.
[5] Se Woon Choi，Hyo Seon Park，A study on the minimum column-to-beam moment ratio of steel moment resisting frame with various connection models. Structures Congress 2011：3008–3017.
[6] Cheol-Ho Lee，Jong-Hyun Jung，Myoung-Ho Oh，En-Sook Koo. Experimental Study of Cyclic Seismic Behavior of Steel Moment Connections Reinforced with Ribs. Journal of Structural Engineering, Vol. 131, No. 1, January 1, 2005.：108-118.
[7] 张艳霞. 钢框架梁柱抗震节点试验研究和有限元分析实例[M]. 北京：中国建筑工业出版社，2014.
Zhang yanxia. The Experiment and Finite Element Instance of Anti-Seismic Beam-Column Connection of Steel Frame[M]. Beijing: China Architecture & Building Press. 2014
[8] 张艳霞，李瑞，王路遥，赵微. 钢框架梁柱加强与削弱并用节点抗震性能研究[J]. 建筑钢结构进展. 2014.16(6), 22-33
Zhang yanxia,Lirui，Wangluyao，Zhaowei.Study on seismic behavior of strengthen-weaken beam-column connections in steel frame[J]. Progress in Steel Building Structures. 2014.16(6),22-33
[9] 石永久，王萌，王元清，陈宏. 钢框架改进型梁柱节点滞回性能有限元分析[J]. 沈阳建筑大学学报（自然科学版）. 2010. 26（2）：205-210.
Shi yongjiu, Wang meng, Wang yuanqing, Chen hong. FEM Analysis on Cyclic Behavior of Improved Beam-Column Connections in Steel Frames[J]. Journal of Shenyang Jianzhu University (Natural Science). 2010. 26（2）：205-210.
[10] 国家建筑标准设计图集.多、高层民用建筑钢结构节点构造详图(01SG519).中国建筑标准设计研究院
National Building Standard Collective Drawings. Multistoriey and High-rise Steel Structure Connection Drawings (01SG519). China Institute of Building Standard Design & Research.
[11] 中华人民共和国国家标准，建筑抗震设计规范 (GB50011-2010).北京:中国建筑工业出版社,2010.
State Standard of the People's R Wang luyao, Zhang yanxia, Liu jinyao, Liu lili. Comparative Analysis of Finite Element in Seismic Behavior between Widened Beam Flanges Connection and Traditional Bolted-welded Connection in Steel Moment Frame[J]. 2nd National Academic Conference on Engineering Security and Protection. 2010.epublic of China. Code for Seismic Design of Buildings(GB50011-2010). China Architecture & Building Press, 2010.
[12] 刘其祥，陈幼璠，陈青来. 多高层钢结构梁柱刚性连接耐震型节点形式及计算方法[J]. 建筑结构. 2010. 40（6）：7-12
Liu Qixiang,Chen Youfan,Chen Qinglai. New types and computing method for endure anti-seismic beam-column rigid joints of high-rise steel structures[J].Building Structure. 2010. 40（6）：7-12
[13] 陆新征, 叶列平, 缪志伟. 建筑抗震弹塑性分析——原理、模型与在ABAQUS，MSC.MARC和SAP2000上的实践[M]. 北京: 中国建筑工业出版社, 2009
Lu Xinzheng,Ye Lieping,MIiu Zhiwei.Elasto-plastic analysis of buildings against earthquake-thory.model and implementation ABAQUS,MAC.MARC and SAP2000 [M].Beijing:China Architecture & Building Press,2009 (in Chinese)
[14] 张艳霞，叶吉健，杨凡，陈媛媛. 自复位钢框架结构抗震性能动力时程分析[J]. 土木工程学报，2015，48(7)：1-11
Zhang Yanxia, Ye Jijian, Yang Fan, Chen Yuanyuan , Dynamic behavior and time-history analysis of integral self-centering moment resisting frames[J].China Civil Engineering Journal, 2015, 48(7): 1-11 (in Chinese)
[15] .李春祥，尹文汉，汪英俊.复杂形体钢框架-钢板核心筒结构的抗震性能研究[J]. 振动与冲击, 2014,33(13):176-182.
LI Chun-xiang, YIN Wen-han,WANG Ying-jun.Seismic performance of a complex shape steel frame-steel plate shear wall core tube structure[J].Journal of Vibration and Shock, 2014,33(13):176-182.
[16] 肖同亮，邱洪兴，陶欣，等. 钢-玄武岩纤维复合筋混凝土框架结构非线性地震反应分析[J].振动与冲击,2014,33(23):173-178.
XIAO Tong-liang, QIU Hong-xing,TAO Xin,et al. Nonlinear seismic response analysis of a concrete frame structure reinforced with steel-basalt fiber composite bars[J].Journal of Vibration and Shock,2014,33(23):173-178.
[17] ATC-63. Quantification of Building Seismic Performance factors[R]. Applied Technology Council . 2008.
[18] GB50233-2008 建筑工程抗震设防分类标准[S]．北京：中国建筑工业出版社，1997．
GB 50233-2008 Standard for classification of seismic protection of building constructions [S].Beijing:China Architecture & Building Press,2010 (in Chinese)
{{custom_fnGroup.title_cn}}
脚注
{{custom_fn.content}}
PDF(1877 KB)
