吉林大学学报(工学版) ›› 2023, Vol. 53 ›› Issue (5): 1400-1410.doi: 10.13229/j.cnki.jdxbgxb.20210883

• 交通运输工程·土木工程 • 上一篇    

摩擦耗能型翼缘削弱式钢梁连接的承载性能

王卫华1,2(),朱勇斌1,3,祁神军1,霍静思1,2(),郭秀泉1,2,钟振安4   

  1. 1.华侨大学 土木工程学院，福建 厦门 361021
    2.华侨大学 厦门市抗火综合防灾工程技术研究中心，福建 厦门 361021
    3.福建省燕城建设工程有限公司，福建 厦门 361016
    4.厦门灏森幕墙装饰工程有限公司，福建 厦门 361009
  • 收稿日期:2021-09-07 出版日期:2023-05-01 发布日期:2023-05-25
  • 通讯作者: 霍静思 E-mail:whwang@hqu.edu.cn;huojingsi@hqu.edu.cn
  • 作者简介:王卫华（1980-），男，副教授，博士.研究方向：钢与混凝土组合结构.E-mail：whwang@hqu.edu.cn
  • 基金资助:
    国家自然科学基金项目(51208217);泉州市科技支撑计划项目(2017T002)

Mechanical behavior on friction energy dissipation reduced beam section connection of steel beams

Wei-hua WANG1,2(),Yong-bin ZHU1,3,Shen-jun QI1,Jing-si HUO1,2(),Xiu-quan GUO1,2,Zhen-an ZHONG4   

  1. 1.College of Civil Engineering，Huaqiao University，Xiamen 361021，China
    2.Xiamen Engineering Research Center for Fire Resistance and Disaster Prevention，Huaqiao University，Xiamen 361021，China
    3.Fujian Yancheng Construction Engineering Co. ，Ltd. ，Xiamen 361016，China
    4.Xiamen Hansen Curtain Wall Decoration Engineering Co. ，Ltd. ，Xiamen 361009，China
  • Received:2021-09-07 Online:2023-05-01 Published:2023-05-25
  • Contact: Jing-si HUO E-mail:whwang@hqu.edu.cn;huojingsi@hqu.edu.cn

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摘要：

提出一种摩擦耗能型翼缘削弱式（RBS）钢梁高强螺栓的连接形式，可实现塑性铰外移的效果。由设置在钢梁腹板中部的横隔板和腹板共同组成H型凸起抵抗剪力，不仅节省了钢梁腹板位置的大量抗剪螺栓群，在钢梁吊装时还可作为搭接平台，实现钢梁的快速安装。在H型钢梁摩擦型高强螺栓连接试验验证的基础上，利用ABAQUS有限元软件建立了摩擦型RBS钢梁连接的数值模型。与传统钢梁连接形式相比，摩擦型RBS钢梁连接的受力过程可分为：弹性阶段、滑移阶段、强化阶段和塑性阶段，在摩擦滑移阶段和全截面屈服阶段可形成2级耗能机制。改变翼缘螺栓预紧力、盖板厚度、翼缘厚度以及钢材强度等参数，对摩擦型RBS钢梁连接的工作机理和承载性能变化规律进行分析。摩擦型RBS钢梁连接具有良好的承载力和塑性转动能力，可得到与骨式翼缘RBS钢梁相似的塑性铰外移的效果，且转角延性系数由1.7提高到12。摩擦型RBS钢梁连接滑移阶段的抗弯承载力主要与翼缘螺栓群的极限摩阻力相关，而塑性阶段极限抗弯承载力则与螺栓强度、栓杆直径以及钢梁塑性极限弯矩等因素相关。

关键词: 钢结构, 摩擦耗能, 翼缘削弱式钢梁, 连接, 承载性能

Abstract:

A new Reduced Beam Section（RBS） connection of steel beams used high-strength friction bolts was investigated in this paper. A H-shaped shear key was designed as a horizontal plate at the midline of the web plate and the steel beam under its midline. Lots of the resisting shear friction bolt groups at the web of the beam section were saved， and the H-shaped shear key could also be used as the landing platform for the purpose of fast installation when the steel beam was lifted in the air. Based on the experimental verification of the high-strength friction bolted connection of the H-shaped steel beams， the Finite Element Analysis models were built using ABAQUS software. Compared with the traditional steel beam connections， the bearing capacity process of the high-strength friction bolted RBS connection could be divided into four parts： elastic stage， sliding stage， strengthen stage and plastic stage， and two energy dissipation mechanisms were formed during the frictional sliding and plastic yield stages， respectively. The mechanical performance of the high-strength friction bolted RBS connection was analyzed with different parameters such as bolt pretension force， thickness of the connection plate and strength of the steel materials etc. The working mechanism and bearing capacity of the high-strength friction bolted RBS connection were analyzed in this paper. The bearing capacity and ductility of the high-strength friction bolted RBS connection was good， and the relocation of plastic hinge similar to the flange Reduced Beam Section steel beam was also found， the angular ductility factor increased from 1.7 to 12. The moment inter force at the beginning of frictional sliding was determined by the friction resistance capacity of the high-strength friction bolt groups at the steel beam flange， however， the bearing capacity during the plastic stage was relevant to the bolt strength， bolt diameter and the ultimate plastic moment of the steel beam.

Key words: steel structure, friction energy dissipation, reduced beam section steel beam, connection, mechanical behavior

中图分类号: 

  • TU391

图1

试验与有限元模型破坏形态对比"

图2

试验实测［17］与模拟弯矩转角曲线对比"

图3

传统摩擦型高强螺栓连接"

图4

摩擦型RBS连接的接头形式"

图5

试件详细尺寸（B-100）"

表1

试件参数列表"

试件名称翼缘螺栓 预紧力/%盖板厚度 /mm钢材强度翼缘厚度/mm
B-1001006Q34512
B-80806Q34512
B-60606Q34512
B-80Q235806Q23512
B-60Q235606Q23512
B-100Y141006Q34514
B-80Y14806Q34514
B-60GH4604Q34512
B-60GH8608Q34512
CT-1001006Q34512
CT-80806Q34512
CT-60606Q34512
RBS//Q34512

表2

材料性能"

材料名称E/105MPaυσy /MPaεy /10-2
梁柱板材2.060.33450.17
梁柱板材12.060.32350.11
高强螺栓2.060.39400.46

图6

摩擦型RBS钢梁连接的有限元模型"

图7

不同预紧力下M-θ曲线"

图8

破坏形态对比"

图9

不同预紧力下的M-θ曲线"

图10

破坏形态对比"

图11

不同连接形式的M-θ曲线对比"

图12

达到极限承载力时拼接位置的应力云图"

图13

不同参数时的M-θ曲线对比"

表3

试件的延性指标"

试件名称

屈服弯矩My

/（kN?m）

屈服转角θy

/rad

极限弯矩Mu

/（kN?m）

极限转角θu

/rad

延性系数μ
B-100140.150.012153.280.0312.50
B-80124.080.012151.210.1109.17
B-6096.930.010153.280.12012.00
RBS119.100.010126.190.0171.70
B-60GH499.940.013126.350.1209.23
B-60GH897.900.010149.330.11011.00
B-100Y14146.020.013170.720.1007.69
B-80Y14124.060.011170.570.11011.00
B-80Q235100.900.009105.470.0353.89
B-60Q23596.600.012105.140.1109.17
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