北京奥体南区3#地块项目结构设计
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摘要
北京奥体南区3#地块项目结构总高度172.5m,为超B级高度的超限高层结构,主塔楼采用钢筋混凝土内筒-型钢混凝土外框柱-钢梁组成的混合结构体系。采用SATWE与ETABS两种软件进行整体分析计算,两者计算结果基本一致,结构的周期比、层间位移角、层间受剪承载力比等均满足规范要求;钢筋混凝土核心筒底部加强区的墙肢及型钢混凝土外框柱的偏压、偏拉承载力满足中震不屈服,受剪承载力满足中震弹性;大震下复核受剪截面控制条件。顶部34层设置高位转换层,在水平和竖向地震作用下,转换梁的承载力满足大震不屈服,相关支承构件承载力满足中震弹性要求及强剪弱弯要求。采用PERFORM-3D软件进行动力弹塑性时程分析,结果表明,结构在大震下的性能表现较为合理,结构没有受到严重破坏或倒塌。
The No. 3 plot in Southern Area of Beijing Olympic Park with structural height of 172. 5m,which adopts hybrid structural system of reinforced concrete core wall,steel reinforced concrete frame column and steel beam,is an out-of-code high-rise structure that exceeds the height of level B. Programs of SATWE and ETABS were used to carry out the integral structural analysis and calculation,and the results from two programs are basically the same. Parameters as period ratio,inter-story drift and inter-story shear capacity meet the requirements of the code. Under the intermediate earthquake,the wall and the eccentric compression capacity and eccentric tension capacity of the steel reinforced concrete frame column at strengthened bottom zone of reinforced concrete core wall are non-yielding and shear capacity kept elastic. Under the rare earthquake,the controlling conditions of the shear section were checked. A high transfer floor was set on the 34 rd floor.The bearing capacities of transfer beams of the floor show a good behavior of non-yielding under the rare earthquake under the horizontal and vertical seismic actions,and the bearing capacities of related supporting members meet the requirements of keeping elastic under the intermediate earthquake and strong shearing and weak bend. PERFORM-3D program was used to make the dynamic elastic-plastic time-history analysis. The results show that the performance of the structure under rare earthquake is reasonable,the structure is not seriously damaged or collapsed.
The No. 3 plot in Southern Area of Beijing Olympic Park with structural height of 172. 5m,which adopts hybrid structural system of reinforced concrete core wall,steel reinforced concrete frame column and steel beam,is an out-of-code high-rise structure that exceeds the height of level B. Programs of SATWE and ETABS were used to carry out the integral structural analysis and calculation,and the results from two programs are basically the same. Parameters as period ratio,inter-story drift and inter-story shear capacity meet the requirements of the code. Under the intermediate earthquake,the wall and the eccentric compression capacity and eccentric tension capacity of the steel reinforced concrete frame column at strengthened bottom zone of reinforced concrete core wall are non-yielding and shear capacity kept elastic. Under the rare earthquake,the controlling conditions of the shear section were checked. A high transfer floor was set on the 34 rd floor.The bearing capacities of transfer beams of the floor show a good behavior of non-yielding under the rare earthquake under the horizontal and vertical seismic actions,and the bearing capacities of related supporting members meet the requirements of keeping elastic under the intermediate earthquake and strong shearing and weak bend. PERFORM-3D program was used to make the dynamic elastic-plastic time-history analysis. The results show that the performance of the structure under rare earthquake is reasonable,the structure is not seriously damaged or collapsed.
引文
[1]北京奥体南区3#地块项目工程场地地震安全性评价应用报告[R].北京:北京赛斯米克地震科技发展中心,2011.
[2]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]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,2011.
[4]GB 50007—2011建筑地基基础设计规范[S].北京:中国建筑工业出版社,2012.
[2]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]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,2011.
[4]GB 50007—2011建筑地基基础设计规范[S].北京:中国建筑工业出版社,2012.
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