带可更换低屈服点耗能梁段-端板连接的钢框筒结构抗震性能试验研究  

Experimental study on seismic behavior of steel framed-tube structure with end-plate connected replaceable shear links made of low yield point steel

作　　者：张浩[1] 连鸣[1,2] 苏明周[1,2] 程倩倩 Zhang Hao;Lian Ming;Su Mingzhou;Cheng Qianqian(School of Civil Engineering,Xi’an University of Architecture and Technology,Xi’an 710055,China;Key Lab of Structural Engineering and Earthquake Resistance of the Ministry of Education,Xi’an University of Architecture and Technology,Xi’an 710055,China)

机构地区：[1]西安建筑科技大学土木工程学院,陕西西安710055 [2]西安建筑科技大学结构工程与抗震教育部重点实验室,陕西西安710055

出　　处：《土木工程学报》2020年第7期28-42,共15页China Civil Engineering Journal

基　　金：国家自然科学基金(51708444);陕西省自然科学基础研究计划(2018JQ5074);陕西省教育厅专项科研计划(18JK0456)。

摘　　要：为研究带可更换低屈服点耗能梁段-端板连接的钢框筒结构(SFTS-RSLs)抗震性能和震后可更换能力,以耗能梁段长度和楼板组合效应为研究变量,设计3个2/3缩尺的单层单跨SFTS-RSLs子结构平面试件。框筒柱和裙梁采用Q460高强钢,耗能梁段采用低屈服点钢LYP225。通过水平低周往复加载试验对结构的破坏模式、刚度、承载力、耗能能力、延性、可更换能力以及耗能梁段塑性转角与超强系数进行研究。试验结果表明:试件滞回曲线饱满,延性高,具有稳定、良好的耗能能力和塑性变形能力;耗能梁段的破坏模式主要为翼缘严重屈曲且翼缘-端板焊缝撕裂或腹板撕裂;耗能梁段超强系数均值约为1.95,极限塑性转角超过0.18rad,远大于AISC 341-16规定的塑性转角限值0.08rad;楼板组合效应对结构承载力、耗能能力、延性、可更换能力、耗能梁段塑性转角和超强系数影响不大,对结构的弹性刚度影响显著;减小耗能梁段长度能够提高结构承载力、抗侧刚度、耗能梁段塑性转角和超强系数,但会降低结构的耗能能力和延性;加载过程中,结构的塑性变形与损伤集中在耗能梁段,框筒柱和裙梁处于弹性状态,有利于结构震后修复与正常使用功能的快速恢复。To investigate the seismic behavior and replaceability of steel framed-tube structure with end-plate connected replaceable shear links made of low yield point steel(SFTS-RSLs), three single-bay and single-story two-thirds scale plane specimens of SFTS-RSLs with different link length and consideration of the composite action of concrete slab were designed.In the three test specimens, the columns and deep beams were made of Q460 high strength steel, and the shear links used low yield point LYP225 steel.The specimens were tested under low frequency cyclic loading to study the failure mode, lateral stiffness, carrying capacity, energy dissipation capacity, ductility, replaceability, inelastic rotation and overstrength factor of shear link.The test results indicate that the specimens have significant cyclic energy dissipation and inelastic deformation capacity due to the plump hysteretic loops and high ductility.All shear links of specimens mainly failed as buckling of link flange, fracture of the link flange-to-end plate weld, and tearing of the link web.The average overstrength factor of shear links reached approximately 1.95.The shear links had an inelastic rotation of exceeded 0.18 rad, much larger than 0.08 rad required by the AISC 341-16 provisions.The composite action of concrete slab had a limited effect on the load carrying capacity, energy dissipation capacity, ductility, replaceability, inelastic rotation and overstrength factor of shear links, and had an obvious effect on the lateral stiffness.Reduce the length of shear link could improve the load bearing capacity, lateral stiffness, inelastic rotation and overstrength factor of shear link,but reduce the energy dissipation capacity and ductility.The inelastic deformation and damage to the specimens was concentrated only within the shear links, while the columns and deep beams maintained elasticity under cyclic loading.This indicated that the SFTS-RSLs could be more prone to functional recovery after earthquakes.

关 键 词：钢框筒 高强钢 剪切型耗能梁段 低屈服点钢 低周往复试验 抗震性能 

分 类 号：TU393.2[建筑科学—结构工程]