芯柱式构造柱约束的低层砌体结构抗震性能
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摘要
为探讨芯柱式构造柱的抗震性能,对建筑平面、立面布置相同的3种二层砌体(无约束砌体、芯柱式构造柱约束砌体和普通现浇构造柱约束砌体)结构在7,8度罕遇地震下的非线性时程响应进行了分析,对比分析了它们的周期、振型、加速度反应、变形以及墙体塑性应变.分析表明,芯柱式构造柱和普通现浇构造柱约束砌体结构比无约束砌体结构的周期略有减小,振型基本相同;8度罕遇地震下加速度反应明显增大,层间位移反应和墙体塑性应变显著减小;芯柱式构造柱对低层砌体结构位移反应和塑性应变的降低作用与普通现浇构造柱相当,可增强低层砌体结构的抗震性能.
In order to research the seismic behavior of core-tie-column,non-linear dynamic time-history responses of three types of two-story masonry structures with the same architectural layouts were analyzed.They are a masonry structure without restriction and two masonry structures with four core-tie-columns(CTC) or four cast-in-place tie-columns(CPTC).Their periods,vibration modes,acceleration responses,deformations and plastic strains in walls were contrasted and analyzed.The research results show that the period of a masonry structure with CTC or CPTC is shorter than that of a masonry structure without restriction,and the vibration modes of all these masonry structures are almost identical.Under a seismic intensity of 8 degrees,the maximum acceleration responses of the masonry structure with CTC or CPTC are much greater than that of the structure without restriction,and compared with the structure without restriction,the masonry structure with CTC or CPTC has significantly small story-drifts and plastic strains in the walls.The seismic behavior of the masonry structure with CTC is improved and close to that of the masonry structure with CPTC.
In order to research the seismic behavior of core-tie-column,non-linear dynamic time-history responses of three types of two-story masonry structures with the same architectural layouts were analyzed.They are a masonry structure without restriction and two masonry structures with four core-tie-columns(CTC) or four cast-in-place tie-columns(CPTC).Their periods,vibration modes,acceleration responses,deformations and plastic strains in walls were contrasted and analyzed.The research results show that the period of a masonry structure with CTC or CPTC is shorter than that of a masonry structure without restriction,and the vibration modes of all these masonry structures are almost identical.Under a seismic intensity of 8 degrees,the maximum acceleration responses of the masonry structure with CTC or CPTC are much greater than that of the structure without restriction,and compared with the structure without restriction,the masonry structure with CTC or CPTC has significantly small story-drifts and plastic strains in the walls.The seismic behavior of the masonry structure with CTC is improved and close to that of the masonry structure with CPTC.
引文
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[2]李英民,郑妮娜,夏洪流,等.芯柱式构造柱约束墙片抗震变形性能试验研究[J].土木建筑与环境工程,2010,32(4):1-6.LI Yingmin,ZHENG Nina,XIA Hongliu,et al.Pseudo-static test study on seismic deformation behaviorof masonry wall constrained by core-tie-columns[J].Journal of Civil Architectural&EnvironmentalEngineering,2010,32(4):1-6.
[3]周炳章.用钢筋混凝土构造柱提高砖混结构抗震性能的试验研究及设计计算[C]∥地震工程论文集.北京:科学出版社,1982:214-245.
[4]DOGGANG N A,URAL A,LIVAOGˇGLU R.Seismicperformance of masonry buildings during recentearthquakes in Turkey[CD].14th World Conferenceon Earthquake Engineering.Beijing:Chinese Asso-ciation of Earthquake Engineering,2008:05-04-0079.
[5]周锡元,李万举,闫维明,等.构造柱约束的混凝土小砌块墙体抗震性能的试验研究[J].土木工程学报,2006,39(8):45-50.ZHOU Xiyuan,LI Wanju,YAN Weiming,et al.Anexperimental study on the seismic behavior of smallconcrete block walls confined by tie columns and beams[J].China Civil Engineering Journal,2006,39(8):45-50.
[6]邬瑞锋,吕和祥,奚肖凤.具有构造柱墙体弹塑性、开裂、裂缝开展的分析[J].大连理工大学学报,1979,18(1):60-72.WU Ruifeng,L Hexiang,XI Xiaofeng.Elasto-plasticanalysis and crack growth analysis of reinforced masonryshear wall[J].Journal of Dalian University ofTechnology,1979,18(1):60-72.
[7]熊峰,应付钊.非线性有限元法分析预应力砌体墙结构[J].四川大学学报:工程科学版,2000,32(3):16-20.XIONG Feng,YING Fuzhao.Nonlinear analysis of pre-stressed masonry by finite element method[J].Journalof Sichuan University:Engineering Science Edition,2000,32(3):16-20.
[8]徐铨彪,金伟良,余祖国.混凝土小型空心砌块墙体非线性有限元分析[J].浙江大学学报,2005,39(6):863-869.XU Quanbiao,JIN Weiliang,YU Zuguo.Nonlinearanalysis of concrete small hollow block wall by finiteelement method[J].Journal of Zhejiang University,2005,39(6):863-869.
[9]李英民,韩军,刘立平.ANSYS在砌体结构非线性有限元分析中的应用[J].重庆建筑大学学报,2006,28(5):90-96.LI Yingmin,HAN Jun,LIU Liping.Application ofANSYS to nonlinear finite element analysis for masonrystructures[J].Journal of Chongqing Jianzhu University,2006,28(5):90-96.
[10]吕西林,朱伯龙.砌块砌体结构的数学模型识别[J].地震工程与工程振动,1985,5(2):17-27.L Xilin,ZHU Bolong.Identification for themathematical models of concrete block masonrybuilding[J].Earthquake Engineering and EngineeringVibration,1985,5(2):17-27.
[11]杨海旭,王海飙.混凝土空心砌块砌体结构的动力反应分析[J].东北林业大学学报,2009,37(4):54-57.YANG Haixu,WANG Haibiao.Earthquake responseanalysis of masonry structure of reinforced concretehollow block[J].Journal of Northeast ForestryUniversity,2009,37(4):54-57.
[12]中华人民共和国住房和城乡建设部.JGJ 161—2008镇(乡)村建筑抗震技术规程[S].北京:中国建筑工业出版社,2008.
[13]中华人民共和国建设部.GB50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[14]杨卫忠.砌体受压本构关系模型[J].建筑结构,2008,38(10):80-82.YANG Weizhong.Constitutive relationship model formasonry materials in compression[J].BuildingStructure,2008,38(10):80-82.
[15]中华人民共和国建设部.GB50011—2002建筑抗震设计规范[S].2008版.北京:中国建筑工业出版社,2008.
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