某超限高层办公楼弹塑性时程分析与抗震性能化设计
|
摘要
以一实际工程金银湖大厦设计为例,研究超限高层的弹塑性时程分析和抗震性能化设计.金银湖大厦塔楼主屋面高度为199.70 m,结构形式采用钢筋混凝土框架-核心筒,属B级高度高层建筑.按照《高层建筑混凝土结构技术规程》对结构设定抗震性能目标,并采用Midas Building有限元软件对结构进行大震下的动力弹塑性时程分析,对整体结构及结构构件进行了抗震性能评价.分析结果表明,剪力墙无损伤,部分混凝土框架梁、连梁进入屈服阶段,整体能够达到预定的抗震性能目标,满足规范大震不倒的设防要求.
Takeing the design of Jinyinhu mansion as an example,the elastic-plastic time history analysis method and performance-based design method for high-rise building have been made.The main roof of Jinyinhu Mansion tower had a height of 199.7 meters and the structure adopted reinforced concrete frame core wall,which belonged to the B-level high-rise building.It was set seismic performance objectives according to technical specification for concrete structures of tall building and then dynamic elastic plastic time-history analysis was performed to evaluate its seismic performance of overall structure and structural components using the finite element software of Midas Building.The result showed that the shear wall had no damage,while some concrete frame beams and coupling beams already entered yield stage,which indicated that the whole tower could meet the seismic performance objectives and would not collapse under rare earthquake.
Takeing the design of Jinyinhu mansion as an example,the elastic-plastic time history analysis method and performance-based design method for high-rise building have been made.The main roof of Jinyinhu Mansion tower had a height of 199.7 meters and the structure adopted reinforced concrete frame core wall,which belonged to the B-level high-rise building.It was set seismic performance objectives according to technical specification for concrete structures of tall building and then dynamic elastic plastic time-history analysis was performed to evaluate its seismic performance of overall structure and structural components using the finite element software of Midas Building.The result showed that the shear wall had no damage,while some concrete frame beams and coupling beams already entered yield stage,which indicated that the whole tower could meet the seismic performance objectives and would not collapse under rare earthquake.
引文
[1] 《超限高层建筑工程抗震设防专项审查技术要点》(建质[2015]67号)[Z].2015-05-21.
[2] JGJ 3-2010高层建筑混凝土结构技术规程 [S].北京:中国建筑工业出版社,2010.
[3] GB 50011-2010建筑抗震设计规范 [S].北京:中国建筑工业出版社,2010.
[4] GB 18036-2015中国地震动参数区划图 [S].北京:中国标准出版社,2015.
[5] American Society of Civil Engineers.Seismic Rehabilitation of Existing Buildings[S].Reston:ASCE/SEI41,2007.
[6] FEMA-356.Prestandard and Commentary for the Seismic Rehabilitation of Building[S].Washington DC,USA:Federal Emergency Management Agency,2000.
[2] JGJ 3-2010高层建筑混凝土结构技术规程 [S].北京:中国建筑工业出版社,2010.
[3] GB 50011-2010建筑抗震设计规范 [S].北京:中国建筑工业出版社,2010.
[4] GB 18036-2015中国地震动参数区划图 [S].北京:中国标准出版社,2015.
[5] American Society of Civil Engineers.Seismic Rehabilitation of Existing Buildings[S].Reston:ASCE/SEI41,2007.
[6] FEMA-356.Prestandard and Commentary for the Seismic Rehabilitation of Building[S].Washington DC,USA:Federal Emergency Management Agency,2000.