PEC柱-型钢梁框架异型内节点的抗剪性能试验研究  

Experimental Study on Shear Resistance of Abnormal Internal Joints in Partially-Encased Concrete Column-Steel Beam Frame

作　　者：李补拴 周伟 赵冲 路瑶 赵根田 陈明[1] LI Bushuan;ZHOU Wei;ZHAO Chong;LU Yao;ZHAO Gentian;CHEN Ming(School of Civil Engineering,Inner Mongolia University of Science&Technology,Baotou 014010,China;Key Laboratory of Safety and Durability for Civil Engineering,Inner Mongolia University of Science&Technology,Baotou 014010,China)

机构地区：[1]内蒙古科技大学土木工程学院,内蒙古包头014010 [2]内蒙古科技大学土木工程安全与耐久重点实验室,内蒙古包头014010

出　　处：《西南交通大学学报》2023年第3期563-574,共12页Journal of Southwest Jiaotong University

基　　金：国家自然科学基金(51268042,51768055)。

摘　　要：由于民用建筑外观及工业建筑生产工艺要求,部分包覆钢-混凝土结构因错位、变梁变柱等会形成异型内节点.为研究该类异型内节点的抗剪性能,以柱两侧梁错位高度、单侧梁截面高度增大等为变量参数,按1∶2缩尺比例设计制作了1个常规内节点和3个异型内节点模型试件,并完成低周往复荷载试验,分析了内节点的破坏形态、滞回耗能、承载能力、延性性能等指标.试验研究结果表明:各试件滞回曲线均呈现对称饱满的梭形;等效黏滞阻尼系数在0.598~0.618,位移延性系数在3.28~4.96,表现出良好的耗能性能及变形性能;因错位、变梁形成的异型内节点与常规内节点相比,承载力分别提升约6.1%、14.0%、15.0%;位移延性系数提升了约-26.6%、11.0%、-14.1%,延性性能规律不明显,耗能能力、强度和刚度退化变化不大;对于左右梁截面尺寸相同且完全错开(即错位高度大于梁高)的Ⅰ类异型内节点,可按T形边节点进行设计;基于节点域传力机理,建立了Ⅱ类异型内节点抗剪计算模型,并提出了抗剪承载力计算公式,试验结果与理论计算结果吻合较好.Due to the requirements for the appearance of civil buildings and the production process of industrial buildings,abnormal internal joints may be formed in the partially-encased steel-concrete composite structures due to misalignment and change of beams and columns.In order to investigate the shear resistance of this type of abnormal internal joints,low circumferential reciprocal load tests were conducted on one conventional internal joint and three profiled internal joints with 1∶2 scale-down model specimens.The damage morphology,hysteretic energy dissipation,load bearing capacity,and ductility properties of the internal joints were analyzed using the height of the beam dislocation on both sides of the column and the height of the single side beam section as variable parameters.The experimental results show that the hysteresis curves of all specimens present a symmetrical and full shuttle shape.The equivalent viscous damping coefficient is between 0.598 and 0.618 and the displacement ductility coefficient is between 3.28 and 4.96,showing good performance in energy dissipation and deformation.Compared to the conventional internal joint,the load bearing capacity of the three profiled internal joints formed due to misalignment and variable beams is increased by 6.1%,14.0%and 15.0%,respectively,and their displacement ductility factor is increased by approximately−26.6%,11.0%and−14.1%,respectively,with insignificant ductility performance patterns and little change in energy dissipation capacity,strength and stiffness degradation.For classⅠheterogeneous internal joints with the same cross-sectional dimensions of the left and right beams but completely staggered(i.e.,the dislocation height greater than the beam height),they can be designed according to T-shaped edge joints.Based on the joint domain force transfer mechanism,a shear calculation model for classⅡheterogeneous internal joints was established,a formula for calculating the shear bearing capacity was proposed,and the test results agreed well with the

关 键 词：错位 变梁 部分外包混凝土柱 异型内节点 低周往复加载试验 抗剪性能 

分 类 号：TU398.9[建筑科学—结构工程]