带有摩擦耗能组件的可更换钢梁柱拼接节点抗震性能试验

doi:10.13229/j.cnki.jdxbgxb.20220952

摘要/Abstract

摘要：

基于可恢复功能的抗震设计理念，提出了一种带有摩擦耗能组件的可更换钢梁柱拼接节点。该节点同时利用屈服和摩擦两种机制进行耗能，具有延性好、损伤可控及损伤后可更换等优点。设计制作了缩尺比为1∶1.5的2个可更换钢梁柱拼接节点和1个悬臂段螺栓连接钢梁柱节点试验模型，分别对其进行拟静力试验。对破坏后的2个可更换钢梁柱拼接节点试件进行修复，并进行二次加载，得到了节点试件在低周往复荷载作用下的滞回曲线、骨架曲线、刚度退化曲线、应变和位移曲线、延性及耗能等抗震性能指标。结果表明：提出的可更换钢梁柱拼接节点的延性及耗能能力均优于悬臂段螺栓连接钢梁柱节点；可更换钢梁柱拼接节点的塑性损伤主要集中在可更换构件上，而主体构件基本保持在弹性工作范围内；修复后的节点几乎完全恢复了抗震性能，满足可更换性的要求。

关键词: 结构工程, 可恢复功能, 可更换钢梁柱拼接节点, 抗震性能, 摩擦耗能, 拟静力试验

Abstract:

Based on the seismic design concept of recoverable function， a replaceable splicing steel beam-column joint with friction energy dissipation components is proposed in this paper. The joint uses both ductility and friction mechanisms for energy dissipation， which has the advantages of good ductility， controllable damage and replaceablility after damage. Two replaceable splicing steel beam-column joints specimen models and one cantilever bolted connection steel beam-column joint specimen model with the scale ratio of 1∶1.5 were designed and manufactured. The quasi-static test method was used to conduct experimental research on these joint specimens. Two replaceable splicing steel beam-column joints after failure were repaired， and then they were reloaded. The seismic performance indexes of the joint specimens under low cyclic loading， such as hysteresis curve， skeleton curve， stiffness degradation curve， strain and displacement curve， ductility and energy dissipation were obtained. The results show that the ductility and energy dissipation capacity of the proposed replaceable splicing steel beam-column joint are better than that of the cantilever bolted connection steel beam-column joint. The plastic damage is mainly concentrated in the replaceable components， and the main components of the replaceable splicing steel beam-column joints are basically maintained in the elastic working range. The repaired joints can almost completely restore the seismic performance and meet the requirements of replaceability.

Key words: structural engineering, recoverable function, replaceable splicing steel beam-column joint, seismic performance, friction energy consumption, quasi-static test

中图分类号:

TU391

刁延松,任义建,杨元强,赵凌云,刘秀丽,刘芸. 带有摩擦耗能组件的可更换钢梁柱拼接节点抗震性能试验[J]. 吉林大学学报(工学版), 2024, 54(6): 1643-1656.

Yan-song DIAO,Yi-jian REN,Yuan-qiang YANG,Ling-yun ZHAO,Xiu-li LIU,Yun LIU. Experimental on seismic performance of replaceable splicing steel beam-column joints with friction energy dissipation components[J]. Journal of Jilin University(Engineering and Technology Edition), 2024, 54(6): 1643-1656.

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试件编号	悬臂段长度/mm	腹板连接板螺栓群		加载方式
试件编号	悬臂段长度/mm	左侧	右侧	加载方式
CSJ-1	300	4×M20	8×M20	一次加载
CSJ-1*	300	4×M20	8×M20	二次加载
CSJ-2	300	6×M18	8×M20	一次加载
CSJ-2*	300	6×M18	8×M20	二次加载
CSJ-3	300	8×M16	8×M16	一次加载

试件	材质	厚度/mm	平行长度/mm
柱翼缘	Q355B	14	140
柱腹板	Q355B	12	130
梁翼缘	Q235B	12	130
翼缘连接板	LYP160	12	130
悬臂段腹板	Q355B	10	120
梁腹板	Q235B	10	120

试件	屈服强度 f_y/MPa	极限强度 f_u/MPa	弹性模量 E/GPa	伸长率 δ/%	屈服应变 ε_y/με
柱翼缘	400.82	555.36	2.26	26.61	1 771.50
柱腹板	371.33	530.83	2.09	22.70	1 773.05
梁翼缘	322.17	479.67	2.13	22.59	1 516.02
翼缘连接板	264.37	395.45	1.92	30.61	1 379.29
悬臂段腹板	418.30	573.00	2.09	19.44	2 001.24
梁腹板	274.20	423.16	1.89	29.96	1 453.72

节点编号	位移延性系数μ	总耗能/（kN·m）	最大等效黏滞阻尼系数ζ_eq	能量耗散系数E
CSJ-1	4.37	144.33	0.36	2.23
CSJ-1*	3.99	150.86	0.37	2.34
CSJ-2	4.53	146.93	0.36	2.27
CSJ-2*	3.85	151.68	0.37	2.34
CSJ-3	4.35	126.67	0.34	2.15