配CFRP筋框支转换梁结构抗震性能试验研究
详细信息 本馆镜像全文    |  推荐本文 | | 获取馆网全文
摘要
通过对一榀在转换梁上下部均配有碳纤维增强塑料筋、缩尺比例为1∶3的框支转换梁结构分别施加竖向荷载与水平荷载,并进行水平荷载低周反复加载试验,描述试件整个受力过程与破坏形态,分析滞回曲线、骨架曲线与延性等抗震性能。试验结果表明,采取可靠锚固措施的碳纤维增强塑料筋能与钢筋在试件中共同工作;试件延性因数大于3,屈服破坏机制较为合理,具有较好的抗震性能。
According to experimental achievements of vertical and horizontal loading to one reinforced concrete structure specimen with frame supported transfer beam,on and below which has 3 carbon fiber reinforced plastic(CFRP)tendons respective ly in replacement of the concrete reinforced bars in the beam,the stress process and failure pattern of whole specimmen,the hystere sis curve,skeleton curve and ductility are systematically studied.The results show that the ductility factor of the specimen with the combination of CFRP tendons which is reliably anchored is larger than 3.The yield failure mechanism is reasonable and the seismic performance is credible.So the problems of the traditional transfer beams,including large section size,heavy reinforcement and dif ficult construction,can all be solved well by using the transfer beam which has CFRP replacements.
引文
[1]高丹盈,李趁趁,朱海堂.纤维增强塑料筋的性能与发展[J].纤维复合材料,2002(4):37-40.Gao Dan ying,Li Chen chen,Zhu Hai tang.The behavior and development of fiber reinforced plastic(FRP)rebar[J].Fiber Composites,2002(4):37-40.
    [2]朱虹,钱洋.工程结构用FRP筋的力学性能[J].建筑科学与工程学报,2006,23(3):26-31.Zhu Hong,Qian Yang.Mechanics performance of FRP tendons used in engineering structure[J].Journal of Architecture and Civil Engineering,2006,23(3):26-31.
    [3]徐秦.FRP筋混凝土受弯构件的结构性能研究[D].西安:西安建筑科技大学,2009:2-4.
    [4]李趁趁.纤维增强塑料筋混凝土梁正截面受力性能研究[D].郑州:郑州大学,2002:1-9.
    [5]王森,魏琏,韦承基.高层建筑转换梁结构承载能力及配筋方法的试验研究[J].建筑结构学报,2001,22(2):8-17.Wang Sen,Wei Lian,Wei Cheng ji.Experimental research on loading capacity and reinforcing method of transfer beam in highrise buildings[J].Journal of Building Structures,2001,22(2):8-17.
    [6]赵恒晶.带高位转换层的框支剪力墙结构静力弹塑性分析[J].结构工程师,2011,27(2):38-44.Zhao Heng jing.Pushover analysis of a frame supported shear wall structure with high level transfer storey[J].Structural Engineers,2011,27(2):38-44.
    [7]沈朝勇,罗学海,黄襄云,等.高层建筑转换层结构的研究现状及发展方向[J].四川建筑科学研究,2010,36(2):20-24.Shen Chao yong,Luo Xue hai,Huang Xiang yun,et al.The current research situations and development of transfer structure in high rise build ings[J].Sichuan Building Science,2010,36(2):20-24.
    [8]黄勤勇,吕西林.转换层上、下刚度比对框支剪力墙结构抗震性能的影响[J].结构工程师,2003(1):17-23.Huang Qin yong,LüXi lin.The effect of ratio of stiffness on seismic behavior of shear wall structure with supporting frames[J].Structural Engi neers,2003(1):17-23.
    [9]陈进,江世永,孙亮.单跨框支转换梁应力分布规律的有限元分析[J].四川建筑科学研究,2004,30(1):35-37.Chen Jin,Jiang Shi yong,Sun Liang.Finite element analysis about stress distribution of one span transfer beam supported on RC frame[J].SichuanBuilding Science,2004,30(1):35-37.
    [10]张兰英,李艳娜,吴庆荪.带高位转换层的框支剪力墙结构弹塑性地震反应分析[J].工业建筑,2003,33(6):24-27.Zhang Lan ying,Li Yan na,Wu Qing sun.Seismic response analysis of frame supported shear wall structure with high transfer storey[J].Indus trial Construction,2003,33(6):24-27.
    [11]李静,杨发云,区达光.配有钢筋和FRP筋梁的非线性有限元分析[J].海南大学学报:自然科学版,2008,26(3):268-272.Li Jing,Pam H J,Au Francis T K.Nonlinear finite element analysis of beams with the combination of steel and FRP bars[J].Natural ScienceJournal of Hainan University,2008,26(3):268-272.
    [12]倪忠.框支短肢剪力墙梁式转换结构的抗震性能试验研究[D].重庆:重庆大学,2006:7-16.
    [13]中国建筑科学研究院.JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997:7-13.
    [14]唐久如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989:302-304.
    [15]冯鹏,叶列平,黄羽立.受弯构件的变形性与新的性能指标的研究[J].工程力学,2005,22(6):28-36.Feng Peng,Ye Lie ping,Huang Yu li.Deformability and new performance indices of flexural members[J].Engineering Mechanics,2005,22(6):28-36.
    [16]过镇海.钢筋混凝土原理[M].北京:清华大学出版社,1999:294-295.

版权所有:© 2023 中国地质图书馆 中国地质调查局地学文献中心