薄壁钢板PEC柱—钢梁（截面削弱）端板连接组合框架抗震性能

发布时间：2018-05-03 07:09

本文选题：PEC柱组合框架 + 梁端削弱截面　；参考：《苏州科技大学》2017年硕士论文

【摘要】：目前,已有部分学者针对PEC柱、PEC柱-钢梁节点和PEC柱组合框架层间子结构抗震机理进行了系列研究,然而基于该结构体系整体抗震性能的研究成果相对匮乏。为此,选取1榀两层单跨薄壁钢板PEC柱-钢梁(削弱截面)端板连接组合框架试件进行拟静力试验及有限元数值模拟,以揭示其抗震性能。按照1:2缩尺比例设计1榀试验试件对其进行拟静力加载试验。根据试验采集的数据作出试验试件整体及上下层滞回曲线、骨架曲线、水平抗侧刚度退化曲线、柱顶水平荷载-节点连接转角曲线,结合试验过程中试件受力表现,从试件的塑性铰发展机制、耗能、延性等分析结构抗震性能。结果表明:钢梁翼缘削弱型连接区域塑性变形明显,有效实现了塑性铰外移远离梁柱节点的“强节点”设计原则;试件正向加载相对侧移上层、下层分别达到0.033rad和0.026rad,负向加载相对侧移上层、下层分别达到0.059rad和0.032rad,达到了中震下框架结构层间位移角限值1/50。基于ABAQUS模拟结果,从滞回特性、水平抗侧刚度、结构损伤进程、层间传力机理和破坏模式等方面对试验试件进行抗震性能数值分析。研究表明:梁端削弱截面实现了梁端塑性铰区远离节点区,试件梁端削弱截面和PEC柱脚部位钢构架翼缘钢材充分屈服以及柱脚混凝土压溃形成塑性铰使试件结构转化为塑性破坏机构;试件耗能能力主要由塑性区发展提供;上下层层间相对侧移分别为0.050rad、0.041rad,节点连接转角达到0.049rad,超过框架结构大震层间位移角限值1/30,即该试件结构抗震延性良好。试验与模拟曲线存在差异,因为试件加工的负公差、试验过程中存在安装偏差、采集数据误差以及有限元建模理想化等。试验与模拟滞回曲线趋势一致,曲线呈饱满的纺锤形耗能能力较好,试件具有良好的抗震延性,试件的破坏过程基本一致,试件梁端4个塑性铰形成+PEC柱柱脚形成2个塑性铰转化为塑性破坏机构,试验与模拟塑性铰形成的位置完全一致。受到试验室加载条件的限制,在试验过程中未对试件PEC柱柱顶施加竖向力,根据理论分析在水平荷载作用下结构会产生较大的侧移,竖向力作用下会对PEC柱产生附加弯矩,且竖向力和水平侧移量越大P-Δ效应越明显,利用ABAQUS有限元软件分析轴向力对试验试件抗震性能的影响。结果表明:轴向力作用下试件的承载力降低、耗能能力下降,因此在水平位移较大的结构设计中应当重视P-Δ效应的影响。
[Abstract]:At present, some scholars have carried out a series of research on the seismic mechanism of PEC column PEC-steel beam joint and PEC column composite frame. However, the research results based on the overall seismic performance of the structure system are relatively scarce. Therefore, a two-story single-span thin-walled steel plate PEC column-steel beam (weakened section) composite frame specimen is selected for quasi-static test and finite element numerical simulation to reveal its seismic performance. According to the scale of 1:2 scale, a specimen was designed to carry out quasi-static loading test. According to the data collected from the test, the hysteretic curve, skeleton curve, lateral stiffness degradation curve, column top horizontal load-joint connection angle curve are made. The seismic behavior of the structure is analyzed from the plastic hinge development mechanism, energy dissipation and ductility. The results show that the plastic deformation in the flange weakening connection area of steel beam is obvious, and the design principle of "strong joint" of plastic hinge moving away from Liang Zhu joint is realized effectively. The lower layer reaches 0.033rad and 0.026 radrespectively, the negative load moves sideways to the upper layer, the lower layer reaches 0.059rad and 0.032 radrespectively, and the limit of inter-story displacement angle of frame structure under moderate earthquake is 1 / 50. Based on the results of ABAQUS simulation, the seismic behavior of the specimens is analyzed from the aspects of hysteretic characteristics, horizontal lateral stiffness, structural damage process, interstory force transfer mechanism and failure mode. The results show that the plastic hinge region of the end of the beam is far from the joint area. The steel flange of steel frame at the end of beam weakening section and PEC column foot is fully yielding and plastic hinge is formed by concrete crashing at column foot to transform the structure into plastic failure mechanism, and the energy dissipation capacity of the specimen is mainly provided by the development of plastic zone. The relative lateral shift between the upper and lower layers is 0.050 radl / 0.041 rad. the connection angle of the joint reaches 0.049 rad. which exceeds the limit of 1 / 30 of the inter-story displacement angle of the frame structure, that is to say, the seismic ductility of the tested structure is good. There is a difference between the test curve and the simulation curve because of the negative tolerance of specimen processing, the installation deviation during the test, the error of collecting data and the idealization of finite element modeling, etc. The trend of hysteretic curve is consistent with that of simulated hysteretic curve. The curve with full spindle-shaped energy dissipation ability is better, the specimen has good seismic ductility, and the failure process of the specimen is basically consistent. Four plastic hinges at the end of the beam formed two plastic hinges at the end of the PEC column into plastic failure mechanisms, and the position of the plastic hinge formation was identical to that of the simulated plastic hinge. Under the condition of laboratory loading, the vertical force is not applied on the top of the column of PEC column during the test. According to the theoretical analysis, the structure will have a large lateral displacement under horizontal load, and the additional moment will be produced under the action of vertical force on the PEC column. The greater the vertical force and horizontal lateral displacement is, the more obvious P- 螖 effect is. The influence of axial force on the seismic behavior of test specimens is analyzed by ABAQUS finite element software. The results show that the bearing capacity of specimens decreases and the energy dissipation capacity decreases under axial force. Therefore, the influence of P- 螖 effect should be paid more attention to in the design of structures with large horizontal displacement.
【学位授予单位】：苏州科技大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU398.9;TU352.11

【相似文献】