PEC组合柱-型钢梁框架半刚性节点抗震性能试验及优化分析
引用文献：
赵根田 赵冲 李补拴 王聊杨. PEC组合柱-型钢梁框架半刚性节点抗震性能试验及优化分析[J]. 建筑结构，2022，48（18）：92-98.
ZHAO Gentian ZHAO Chong LI Bushuan WANG Liaoyang. Experimental study and optimization analysis on PEC composite column-type steel beam frame semi-rigid joint seismic performance[J]. Building Structure，2022,48（18）：92-98.
摘要：为了获得H型钢部分包裹混凝土组合柱(PEC组合柱)-型钢梁框架半刚性节点各组成部件合理的耗能组合，以端板厚度、柱翼缘宽厚比及是否设置背垫板为变量参数，设计制作了6个PEC组合柱-型钢梁框架半刚性节点试件，并完成了低周往复荷载试验和试件相关参数有限元拓展分析。除未设置背垫板试件外，其他试件滞回曲线均呈现饱满的梭形，试件最终破坏特征表现为梁端翼缘严重屈曲而形成明显的塑性铰区，表现出良好的抗震性能。设置背垫板后，试件滞回曲线趋于饱满，表明合理的设置背垫板可明显提升节点转动刚度，约束效应突出。建议该类框架半刚性节点在未设置背垫板，柱翼缘宽厚比为8时，端板厚度宜取10～24mm;设置背垫板时，柱翼缘宽厚比为16时，当背垫板、端板厚度分别取12、24mm,此时既能实现“强柱弱梁”的抗震设计目标，同时组合件半刚性节点性能可得到充分发挥，耗能能力良好。
关键词：H型钢部分包裹混凝土组合柱；半刚性节点；抗震性能；有限元分析；优化分析
基金：国家自然科学基金资助项目(51268042)；内蒙古科技大学创新基金项目(2019QOL-S08)。
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[3] 赵根田，张宇鸣，曹芙波，等.焊接H形钢部分包裹高强混凝土柱抗震性能试验研究[J].建筑结构学报，2019,40(4):116-122.
[4] ADEY B T,GRONDIN G Y,CHENG J J R.Cyclic loading of end plate moment connections [J].Canadian Journal of Civil Engineering,2000,27(4):683-701.
[5] BRODERICK B M,THOMSON A W.The response of flush end-plate joints under earthquake loading[J].Journal of Constructional Steel Research,2002,58(9):1161-1175.
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Experimental study and optimization analysis on PEC composite column-type steel beam frame semi-rigid joint seismic performance
Abstract: In order to obtain the reasonable energy dissipation combination on semi-rigid joint of H-type steel part wrapped in the concrete composite column(PEC composite column)and type steel beam frame, six PEC composite column-type steel beam frame semi-rigid joint specimens were designed and fabricated based on the variable parameters of end plate thickness, column flange width ratio and whether to set back cushion plate, the low weekly reciprocating load test was completed, and the finite element expansion of test parameters was analyzed. All the hysteretic curves shown full fusiform shape except the specimen without back cushion plate. The final failure of the specimen was characterized by severe buckling of the flange at the end of the beam to form an obvious plastic hinge region, resulting in good seismic performance. After setting the back pad plate, the hysteretic curve of the specimen tends to be full, which indicated that the reasonable setting of the back pad plate can obviously enhance the rotational stiffness of the joint, and the constraint effect was prominent. It is recommended that the semi-rigid joints of this kind of frame are not provided with back pad plate, when the column flange width-to-thickness ratio is 8, the thickness of the end plate should be 10～24 mm. When the back pad plate plate is installed, and the column flange width-to-thickness ratio is 16, the thickness of the backing plate and the end plate are 12 mm and 24 mm respectively, the seismic design goal of “strong column and weak beam” can be achieved, the performance of the semi-rigid joint of the assembly can be fully exerted, and the energy consumption can be good ability.
Keywords: H-type steel part wrapped in the concrete composite column; semi-rigid joint; seismic performance; finite element analysis; optimized analysis
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