高层组合框架-混凝土筒体混合结构抗震性能推覆分析
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摘要
为研究高层组合框架-混凝土筒体混合结构的抗震性能,以30层混合结构为分析对象,建立整体空间分析模型进行推覆分析。根据截面承载力与变形能力自定义型钢混凝土构件塑性铰特性值,利用三垂直杆元模拟剪力墙,各杆元分别考虑剪力墙轴向、剪切与弯曲变形,在推覆分析中分别按加速度常量和CQC振型组合方式施加侧向水平荷载,采用能力谱法确定结构的目标位移。结果表明:结构由弹性逐渐进入弹塑性工作状态,最大层间位移角的位置不断降低,中下部层间位移角变化显著,框架与筒体之间剪力重分布主要发生在中下部楼层;框架与混凝土筒体之间连接方式对混合结构罕遇地震性能点的状态影响显著,尤其在结构下部1/3高度范围内,筒体剪切刚度退化程度有差异,刚接模型整体刚度退化程度相比铰接模型严重。
In order to study the seismic behaviors of core-RC and composite frame hybrid structures in high-rise buildings,a 30-story hybrid structure was analyzed.The space finite element models were established.According to section bearing capacity and deformation capacity,the plastic hinge characteristic values of steel reinforced concrete members were defined by user.The three vertical truss element models were used to simulate shear wall,in which axial,shear and bending deformations were considered by each element.The horizontal load was applied respectively by constant acceleration and mode combination of complete quadratic combination during the pushover analysis.The target displacement of structure under earthquake action was determined with capacity spectrum method.The results show that the floor position of the maximum of story drift ratio is continuously dropped while the hybrid structure is gradually into the elastic-plastic state;story drift ratios of the middle to lower floors significant change;shear redistribution occurs at the middle to lower floors;the connection type between frame and core have significant impact on states under rare earthquake action;shearing stiffness degradation of core is significantly different,especially within the lower floors of a third of structure height;overall rigidity degradation of rigid connection model is worse than the hinged connection model.
In order to study the seismic behaviors of core-RC and composite frame hybrid structures in high-rise buildings,a 30-story hybrid structure was analyzed.The space finite element models were established.According to section bearing capacity and deformation capacity,the plastic hinge characteristic values of steel reinforced concrete members were defined by user.The three vertical truss element models were used to simulate shear wall,in which axial,shear and bending deformations were considered by each element.The horizontal load was applied respectively by constant acceleration and mode combination of complete quadratic combination during the pushover analysis.The target displacement of structure under earthquake action was determined with capacity spectrum method.The results show that the floor position of the maximum of story drift ratio is continuously dropped while the hybrid structure is gradually into the elastic-plastic state;story drift ratios of the middle to lower floors significant change;shear redistribution occurs at the middle to lower floors;the connection type between frame and core have significant impact on states under rare earthquake action;shearing stiffness degradation of core is significantly different,especially within the lower floors of a third of structure height;overall rigidity degradation of rigid connection model is worse than the hinged connection model.
引文
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[2]汪大绥,周建龙.我国高层建筑钢-混凝土混合结构发展与展望[J].建筑结构学报,2010,31(6):62-70.(WANG Dasui,ZHOU Jianlong.Development andprospect of hybrid high-rise building structures in China[J].Journal of Building Structures,2010,31(6):62-70.(in Chinese))
[3]徐培福,傅学怡,王翠坤,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.
[4]徐培福,薛彦涛,肖从真,等.高层型钢混凝土框筒混合结构抗震性能试验研究[J].建筑结构,2005,35(5):3-8.(Xu Peifu,Xue Yantao,Xiao Congzhen,et al.Experimental study on seismic performance ofhigh-rise SRC hybrid structure[J].BuildingStructures,2005,35(5):3-8.(in Chinese))
[5]薛彦涛.带转换层型钢混凝土框架-核心筒混合结构试验与设计研究[D].北京:中国建筑科学研究院,2006.
[6]北京迈达斯技术有限公司.MIADS/GEN分析与设计原理[DB/CD].北京:北京迈达斯技术有限公司,2006.
[7]张淑云,白国良,吝红育.高层组合框架-混凝土筒体结构推覆分析[J].华中科技大学学报:自然科学版,2012,40(9):95-100.(Zhang Shuyun,Bai Guoliang,Lin Hongyu.Push-over analysis of a core-RC andcomposite frame hybrid structure in high-rise buildings[J].Journal of Huazhong University of Science andTechnology:Natural Science Edition,2012,40(9):95-100.(in Chinese))
[8]ATC.Seismic evaluation and retrofit of concretebuildings[R].Report No.ATC-40.Redwood City,California:Applied Technology Council,1996.
[9]FEMA 365 Prestandard and commentary for the seismicrehabilitation of buildings[S].Washington DC:FederalEmergency Management Agency.2000.
[10]张淑云,白国良,赵来顺.基于推覆分析的型钢混凝土构件塑性铰特性研究[J].土木工程学报,2010,43(增刊1):113-117.(Zhang Shuyun,Bai Guoliang,Zhao Laishun.Researched on the plastic hinge propertyof steel reinforced concrete members based on push-overanalysis[J].China Civil Engineering Journal,2010,43(Suppl.1):113-117.(in Chinese))
[11]JGJ 138─2001型钢混凝土组合结构技术规程[S].北京:中国建筑工业出版社,2001.(JGJ 138─2001 Technical specification for steel reinforcedconcrete composite structures[S].Beijing:ChinaArchitecture&Building Press,2001.(in Chinese))
[12]贺国京,阎奇武,袁锦根.工程结构弹塑性地震反应[M].北京:中国铁道出版社,2005.
[13]汪梦甫,周锡元.钢筋混凝土剪力墙多垂直杆非线性单元模型的改进及其应用[J].建筑结构学报,2002,23(1):38-42.(WANG Mengfu,ZHOUXiyuan.The improved parallel multi-component modelfor the nonlinear seismic response analysis of RC wallsand its application[J].Journal of Building Structures,2002,23(1):38-42.(in Chinese))
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