|Table of Contents|

Hysteretic Behavior of Assembled Weakening Joint with Opening in Replaceable Beam Web(PDF)

《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

Issue:
2022年01期
Page:
25-35
Research Field:
装配式结构
Publishing date:

Info

Title:
Hysteretic Behavior of Assembled Weakening Joint with Opening in Replaceable Beam Web
Author(s):
ZHENG Hong1;  SU Yao-xuan1;  SHANG Yong-fang1;  LIU Zhi-chao1;  JIANG Li-qiang2
(1. School of Civil Engineering, Chang'an University, Xi'an 710061, Shaanxi, China; 2. Fujian University Engineering Research Center of Disaster Prevention and Reduction of Southeast Coastal Engineering Structure, Putian University, Putian 351100, Fujian, China)
Keywords:
replaceable beam;  beam-to-column end-plate connection;  web opening;  plastic hinge;  hysteretic behavior
PACS:
TU311
DOI:
10.19815/j.jace.2021.04039
Abstract:
In order to make the plastic hinge appear at the weakening part of the replaceable beam section and improve the mechanical performance of the joint, a assembled weakening joint with opening in replaceable beam web was proposed. The finite element software ABAQUS was used to analyze the mechanical performance of the new joint under cyclic load. The effects of web opening radius, web opening location, beam end plate thickness and connection end plate thickness on the hysteretic behavior of the new joint were discussed. The results show that the influence of the beam web opening radius on the hysteretic behavior of the joint is significant. If the opening is too large or too small, the hysteretic behavior of the joint will be adversely affected. It is recommended that the beam web opening radius r=(0.225～0.25)h(h is the height of beam section). When the distance between the center of web opening and the end plate of beam l is too small, it is not conducive to protect the end plate weld. When the distance is too large, the failure mode of the joint is close to that of the traditional end plate joint, and the plastic hinge can not be moved out. It is suggested that l=(0.7～0.8)h when web opening. The thickness of the connecting end plate is the same as the beam end plate thickness or appropriately reduced, but should not be smaller than the connecting bolt diameter.

References:

[1] 蒋云林,熊 猛.高层建筑钢结构的特点及其在我国的发展与展望[J].四川建筑科学研究,2003,29(3):31-32,53.
JIANG Yun-lin,XIONG Meng.The Characteristics of High-rise Building Steel Structure and Its Development and Prospect in China[J].Building Science Research of Sichnan,2003,29(3):31-32,53.
[2]杨庆山.梁腹板开圆孔的钢框架抗震节点[J].中国安全科学学报,2005,15(2):45-50,40.
YANG Qing-shan.Aseismic Connection of Steel Moment-resisting Frame with Opening on Beam Web[J].China Safety Science Journal,2005,15(2):45-50,40.
[3]樊宝锋.钢结构梁柱端板连接节点的有限元分析[D].北京:北京交通大学,2007.
FAN Bao-feng.Finite Element Analysis of Beam-to-column End-plate Connections in Steel Structure[D].Beijing:Beijing Jiaotong University,2007.
[4]王 燕,冯 双,王玉田.钢框架刚性连接加强型节点滞回性能试验研究[J].土木工程学报,2011,44(5):57-68.
WANG Yan,FENG Shuang,WANG Yu-tian.Experimental Study on Hysteretic Behavior for Rigid-reinforced Connections[J].China Civil Engineering Journal,2011,44(5):57-68.
[5]PACHOUMIS D T,GALOUSSIS E G,KALFAS C N,et al.Cyclic Performance of Steel Moment-resisting Connections with Reduced Beam Sections — Experimental Analysis and Finite Element Model Simulation[J].Engineering Structures,2010,32(9):2683-2692.
[6]郑 宏,方贤禄,苏耀烜,等.局部可更换钢框架梁-柱节点受力性能研究[J].建筑科学与工程学报,2021,38(2):47-59.
ZHENG Hong,FANG Xian-lu,SU Yao-xuan,et al.Study on Mechanical Behavior of Partially Replaceable Steel Frame Beam-column Joints[J].Journal of Architecture and Civil Engineering,2021,38(2):47-59.
[7]王 萌,柯小刚,吴照章.可更换延性耗能连接组件的钢框架节点抗震性能研究[J].工程力学,2018,35(12):151-163.
WANG Meng,KE Xiao-gang,WU Zhao-zhang.Seismic Behavior of Steel Frame Connections with Replaceable High Ductility and Energy Dissipation Components[J].Engineering Mechanics,2018,35(12):151-163.
[8]吕西林,武大洋,周 颖.可恢复功能防震结构研究进展[J].建筑结构学报,2019,40(2):1-15.
LU Xi-lin,WU Da-yang,ZHOU Ying.State-of-the-art of Earthquake Resilient Structures[J].Journal of Building Structures,2019,40(2):1-15.
[9]冯 鹏,强翰霖,叶列平.材料、构件、结构的“屈服点”定义与讨论[J].工程力学,2017,34(3):36-46.
FENG Peng,QIANG Han-lin,YE Lie-ping.Discussion and Definition on Yield Points of Materials,Members and Structures[J].Engineering Mechanics,2017,34(3):36-46.
[10]郭 兵,顾 强,柳 锋,等.梁柱端板连接节点的滞回性能试验研究[J].建筑结构学报,2002,23(3):8-13.
GUO Bing,GU Qiang,LIU Feng,et al.Experimental Research on Hysteretic Behavior of End-plate Beam-column Connections[J].Journal of Building Structures,2002,23(3):8-13.
[11]建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2010.
Code for Seismic Design of Buildings:GB 50011—2010[S].Beijing:China Architecture & Building Press,2010.
[12]钢结构设计标准:GB 50017—2017[S].北京:中国建筑工业出版社,2017.
Standard for Design of Steel Structures:GB 50017—2017[S].Beijing:China Architecture & Building Press,2017.
[13]钢结构高强度螺栓连接技术规程:JGJ 82—2011[S].北京:中国建筑工业出版社,2011.
Technical Specification for High Strength Bolt Connections of Steel Structures:JGJ 82—2011[S].Beijing:China Architecture & Building Press,2011.
[14]郭 兵.钢框架梁柱端板连接在循环荷载作用下的破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2002.
GUO Bing.Collapse Mechanism and Design Criterion of Steel Beam-to-column Extended End-plate Connections Under Cyclic Load[D].Xi'an:Xi'an University of Architecture and Technology,2002.
[15]Seismic Provisions for Structural Steel Buildings:ANSI/AISC 341-10[S].Chicago:AISC,2016.
[16]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.
Specification for Seismic Test of Buildings:JGJ/T 101—2015[S].Beijing:China Architecture & Building Press,2015.

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Last Update: 2021-02-10