装配式框架结构新型梁柱节点抗震性能试验
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摘要
针对目前装配式混凝土框架结构梁柱节点连接工艺复杂、质量控制难等问题,提出一种构造简单,安装方便的新型节点连接形式。通过对5个足尺寸模型试件进行拟静力试验,得到了各试件破坏形态、滞回曲线、骨架曲线和延性系数等抗震性能参数。结果表明:新型节点试件从加载到破坏均经历了弹性阶段、带裂缝工作阶段和破坏阶段,破坏区域主要发生在后浇区域与预制节点梁结合处,节点核心区没有明显破坏,符合强节点抗震设计理念;滞回曲线在试件屈服前呈梭形,屈服后产生捏缩现象而趋于S形,试件耗能能力与全现浇式节点大致相同,能量耗能系数随混凝土强度等级、配筋率提高而变大,延性系数平均值为6. 51,钢筋钩挂连接处工作性能良好。
Aiming at the problems such as complex connection technique and difficult quality control of column-tobeam joints of prefabricated concrete frame structure at present,the paper presented a new type of connection form with simple structure and convenient installation,and designed five full size model specimens. The quasi-static test was carried out.The seismic behavior parameters such as failure modes,hysteresis curve,skeleton curve and ductility coefficient of each specimen were analyzed by means of experimental phenomena and data. The results showed that the specimens of the new type of joints had experienced elastic stage,working stage with crack and failure stage from loading to failure,and the failure zone mainly occurred in the post-pouring area and the prefabricated joint beam,and there was no obvious damage in the core zone of the joint according with the idea of seismic design of strong joints. At the same time,it was also shown that the hysteresis curve appeared shuttle shape before the specimen yielded,and then produced pinch phenomenon and tended to S-shape after yielding,the energy dissipation capacity of the specimens was the same as that of the full cast-in-place joint,the energy dissipation coefficient of the specimens increased with the increasing of the concrete grade and the reinforcement ratio,the average value of the ductility coefficient was 6. 51,and the joint of hook and hang had good working performance.
Aiming at the problems such as complex connection technique and difficult quality control of column-tobeam joints of prefabricated concrete frame structure at present,the paper presented a new type of connection form with simple structure and convenient installation,and designed five full size model specimens. The quasi-static test was carried out.The seismic behavior parameters such as failure modes,hysteresis curve,skeleton curve and ductility coefficient of each specimen were analyzed by means of experimental phenomena and data. The results showed that the specimens of the new type of joints had experienced elastic stage,working stage with crack and failure stage from loading to failure,and the failure zone mainly occurred in the post-pouring area and the prefabricated joint beam,and there was no obvious damage in the core zone of the joint according with the idea of seismic design of strong joints. At the same time,it was also shown that the hysteresis curve appeared shuttle shape before the specimen yielded,and then produced pinch phenomenon and tended to S-shape after yielding,the energy dissipation capacity of the specimens was the same as that of the full cast-in-place joint,the energy dissipation coefficient of the specimens increased with the increasing of the concrete grade and the reinforcement ratio,the average value of the ductility coefficient was 6. 51,and the joint of hook and hang had good working performance.
引文
[1]黄小坤,田春雨,万墨,等.我国装配式混凝土结构的研究与实践[J].建筑科学,2018,34(9):50-54.
[2]杨志和,王要武.基于建筑产业现代化技术演化的智慧施工推进策略研究[J].中国软科学,2018(8):18-29.
[3]张瀑,鲁兆红,淡浩.汶川地震中预制装配整体结构的震害调查分析[J].四川建筑科学研究,2010,36(3):129-133.
[4]张馨心.装配式混凝土钩挂式节点抗震性能研究[D].沈阳:沈阳建筑大学,2013.
[5] CHEOK G S,LEW H S. Model Precast Concrete Beam-toColumn Connections Subject to Cyclic Loading[J]. PCI Journal,1993,38(4):80-92.
[6] STANTON J,STONE W C,CHEOK G S. A Hybrid Reinforced Precast Frame for Seismic Regions[J]. PCI Journal,1997,42(2):20-32.
[7] ERSOY U,TANKUT T. Precast Concrete Members with Welded Plate Connections Under Reversed Cyclic Loading[J]. Journal of Precast/Prestressed Concrete Institute,1993,38(4):94-100.
[8] ERTAS O,OZDEN S,OZTURAN T. Ductile Connections in Precast Concrete Moment Resisting Frames[J]. PCI Journal,2006,51(3):66-76.
[9] SOUBRA K S. Cyclic Response of Fibrous Cast-in-Place Connections in Beam-Column Subassemblages[J]. ACI Structural Journal,1993,90(3):413-418.
[10]吕西林,范力,赵斌.装配式预制混凝土框架结构缩尺模型拟动力试验研究[J].建筑结构学报,2008,29(4):58-65.
[11]柳炳康,宋满荣,蒋亚琼,等.预制预应力混凝土装配整体式框架抗震性能试验研究[[J].建筑结构学报,2011,32(2):24-32.
[12]宋玉普,王军,范国玺,等.预制装配式框架结构梁柱节点力学性能试验研究[J].大连理工大学学报,2014,54(4):438-444.
[13]高向玲,徐龙标,李杰,等.装配式混凝土梁柱节点试验及受力性能分析[J].华中科技大学学报(自然科学版),2016,11(10):47-52.
[14]薛伟辰,胡翔.预制混凝土建筑结构体系研究进展概述[J].施工技术,2018,47(12):1-5.
[15]刘康宁,张守健,苏义坤.装配式建筑管理领域研究综述[J].土木工程与管理学报,2018,35(6):163-177.
[2]杨志和,王要武.基于建筑产业现代化技术演化的智慧施工推进策略研究[J].中国软科学,2018(8):18-29.
[3]张瀑,鲁兆红,淡浩.汶川地震中预制装配整体结构的震害调查分析[J].四川建筑科学研究,2010,36(3):129-133.
[4]张馨心.装配式混凝土钩挂式节点抗震性能研究[D].沈阳:沈阳建筑大学,2013.
[5] CHEOK G S,LEW H S. Model Precast Concrete Beam-toColumn Connections Subject to Cyclic Loading[J]. PCI Journal,1993,38(4):80-92.
[6] STANTON J,STONE W C,CHEOK G S. A Hybrid Reinforced Precast Frame for Seismic Regions[J]. PCI Journal,1997,42(2):20-32.
[7] ERSOY U,TANKUT T. Precast Concrete Members with Welded Plate Connections Under Reversed Cyclic Loading[J]. Journal of Precast/Prestressed Concrete Institute,1993,38(4):94-100.
[8] ERTAS O,OZDEN S,OZTURAN T. Ductile Connections in Precast Concrete Moment Resisting Frames[J]. PCI Journal,2006,51(3):66-76.
[9] SOUBRA K S. Cyclic Response of Fibrous Cast-in-Place Connections in Beam-Column Subassemblages[J]. ACI Structural Journal,1993,90(3):413-418.
[10]吕西林,范力,赵斌.装配式预制混凝土框架结构缩尺模型拟动力试验研究[J].建筑结构学报,2008,29(4):58-65.
[11]柳炳康,宋满荣,蒋亚琼,等.预制预应力混凝土装配整体式框架抗震性能试验研究[[J].建筑结构学报,2011,32(2):24-32.
[12]宋玉普,王军,范国玺,等.预制装配式框架结构梁柱节点力学性能试验研究[J].大连理工大学学报,2014,54(4):438-444.
[13]高向玲,徐龙标,李杰,等.装配式混凝土梁柱节点试验及受力性能分析[J].华中科技大学学报(自然科学版),2016,11(10):47-52.
[14]薛伟辰,胡翔.预制混凝土建筑结构体系研究进展概述[J].施工技术,2018,47(12):1-5.
[15]刘康宁,张守健,苏义坤.装配式建筑管理领域研究综述[J].土木工程与管理学报,2018,35(6):163-177.
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