顶底角钢自复位钢框架M-&theta;<sub>r</sub>关系的研究

惠宽堂; 巨晶

doi:10.13204/j.gyjz201305026

顶底角钢自复位钢框架M-θ_r关系的研究

doi: 10.13204/j.gyjz201305026

惠宽堂,
巨晶

1.
西安建筑科技大学土木工程学院,西安710055

基金项目:

国家重点基础研究发展计划(973计划)(2012CB723302)基金项目

详细信息

作者简介:
第一作者：惠宽堂, 男, 1962年出生, 硕士, 副教授。电子信箱：xasxzg@163.com

中图分类号: TU391
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- 文章访问数: 70
- HTML全文浏览量: 3
- PDF下载量: 35
- 被引次数: 0
出版历程
- 收稿日期: 2012-12-10
- 刊出日期: 2013-05-20

RESEARCH IN M-θ_r RELATIONSHIP OF SELF-CENTERING STEEL CONNECTION WITH BOLTED TOP AND SEAT ANGLES

1.
School of Civil Engineering,Xi’an University of Architecture and Technology,Xi’an 710055,China

摘要

摘要: 提出一种得到顶底角钢自复位节点M-r关系的实用计算方法。基于对连接破坏机构的研究，通过组件法推导出自复位节点各个阶段的承载力，采用基于Eurocode 3和Kishi-Chen函数模型拟合得到连接的弯矩-转角关系，并对各个阶段提出设计应注意的问题。对文中方法计算结果与有限元分析结果、已有试验结果进行比较，结果吻合良好，从而验证文中方法的有效性。在有限元分析中，节点表现出较好的自复位性能，同时转动中心附近的柱腹板应力集中明显，需合理设计加劲肋和加强板，保证板件的局部稳定。
- 自复位 /
- 后张预应力 /
- 梁柱连接 /
- 组件法 /
- 角钢
Abstract: A practical theoretical approach was presented to calculate M-r relationship of self-centering steel connection with bolted top and seat angles.Based on the research of the connection failure mechanism, connection bearing capacity was deduced by component method.Using the Eurocode 3 and Kishi-Chen function model, it was obtained the connection M-r relationship and presented the design principles at each stage.The theoretical model calculation results, finite element analysis results and some experiment results were compared, the validity of the method was proved.In finite element analysis, the connection reflected better self-centering performance.The stresses of column web in the vicinity of the rotation center concentrated significantly, and it should be reinforced with stiffening rib and plate to ensure the local stability of elements.
- self-centering /
- post-tensioned /
- beam-column connection /
- component method /
- angle

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参考文献(20)

[2] Rojas P,Ricles J,Sause R. Seismic Response and Design of PostTensioned Steel Moment Resisting Frames with Friction?Components [ C ]//13th World Conference on Earthquake?Engineering.2004.

Ricles J,Sause R,Garlock M,et al. Posttensioned SeismicResistant Connections for Steel Frames[J]. Journal of Structural?Engineering,2001,127(2):113-121.

[3] Rojas P,Ricles J,Sause R. Seismic Performance of Posttensioned?Steel Moment Resisting Frames with Friction Devices[J]. Journal?of Structural Engineering,2005,131(4):529-540.

[4] Christopoulos C,Filiatrault A,Uang C M,et al. Posttensioned?Energy Dissipating Connections for Moment-Resisting Steel Frames?[J]. Journal of Structural Engineering,2002,128(9):1111-1120.

[5] Christopoulos C,Filiatrault A,Folz B. Seismic Response of SelfCentering Hysteretic SDOF Systems[J]. Earthquake,Engineering?and Structural Dynamics,2002,31:1131-1150.

[6] Kim H J,Christopoulos C. Seismic Design Procedure and Seismic?Response of Post-Tensioned Self-Centering Steel Frames [J]. Earthquake,Engineering and Structural Dynamics,2009,38:355-376.

[7] Wolski M,Ricles J M,Sause R. Experimental Study of a SelfCentering Beam-Column Connection with Bottom Flange Friction?Device [J]. J. Struct. Eng.,2009,135(5):479-488.

[8] Chou C C,Chen J H. Analytical Model Validation and Influence of?Column Bases for Seismic Responses of Steel Post-Tensioned SelfCentering MRF Systems[J]. Engineering Structures,2011,33:2628-2643.

[9] Chou C C,Chen J H. Development of Floor Slab for Steel PostTensioned Self-Centering Moment Frames [ J ]. Journal of?Constructional Steel Research,2011,67:1621-1635.

[10] Garlock M M,Sause R,Ricles J M. Behavior and Design of PostTensioned Steel Frame Systems [ J]. Journal of Structural?Engineering,2007,133(3):389-399.

[11] Ricles J M,Sause R,Peng S W,et al. Experimental Evaluation of?Earthquake Resistant Post-Tensioned Steel Connections [ J]. Journal of Structural Engineering,2002,128(7):850-859.

[12] Garlock M,Ricles J,Sause R. Cyclic Load Tests and Analysis of?Bolted Top-and-Seat Angle Connections [J]. ASCE Journal of?Structural Engineering,2003,129(12):1615-1625.

[13] Garlock M M,Ricles J M,Sause R. Experimental Studies of FullScale Post-Tensioned Steel Connections [J]. Journal of Structural?Engineering,2005,131(3):438-448.

[14] 陈惠发.钢框架稳定设计[M].周绥平,译.上海:世界图书出版社,1999.

[15] Eurocode 3: Design of Steel Structures,Part 1-1: Design of?Joints[S].

[16] Eurocode 3: Design of Steel Structures,Part 1-8: Design of?Joints[S].2005.

[17] GB 500172003钢结构设计规范[S].

[18] Kishi N,Chen W F,Goto Y,et al. Behavior of Tall Buildings?with Mixed Use of Rigid and Semi-Rigid Connections [J]. Computers Structures,1996,61(6):1193-1206.

[19] Kim S E,Choi S H. Practical Advanced Analysis for Semi-Rigid?Space Frames[J]. International Journal of Solids and Structures,2001,38(50/51):9111-9131.

[20] 潘振华.具有自复位能力的钢框架体系研究[D].北京:清华大学,2010.

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