日照华润中心塔楼超限高层结构设计
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摘要
日照华润中心商业二期总建筑面积约15万m~2,地下3层,地上50层,嵌固层以上高度为182.6m,属于超B级高度建筑。塔楼采用框架-核心筒结构体系,附带商业裙房采用框架-剪力墙结构体系。该项目1～9层为酒店用房,对框架柱截面要求较高,设计采用钢管混凝土叠合柱,满足建筑使用要求。该工程存在扭转不规则、裙房宴会厅大跨度转换、楼板局部不连续等超限项。在设计过程中进行了结构整体抗震性能分析,包含小震弹性计算、小震弹性时程分析、中震弹性及不屈服计算、大震不屈服计算及动力弹塑性分析等,对核心筒周边支承较大跨度次梁的连梁及在核心筒周边存在的缺口梁进行应力分析。结果表明,结构整体分析和构件计算分析满足规范要求,结构安全可靠。
Rizhao China Resources Center Commercial Phase II, with a total construction area of about 150 000 square meters, has 3 floors underground and 50 floors above ground. The height is 182.6 m above the embedded layer. The structure belongs to the building with the height exceeding level-B height. The tower adopts the frame-corewall structural system, and the attached commercial podiums adopt frame-shear wall structural system. The 1～9 floor of the project is a hotel, which has high requirement for the cross-section of the frame columns. The concrete-filled steel tube(CFST) superimposed columns were used to meet the requirements of the building. There are some out-of-code items in the project, such as torsion irregularity, large-span transformation of podiums and banquet hall, and partial discontinuity of floor slabs. In the design process, the overall seismic performance of the structure was analyzed, including elastic calculation under frequent earthquake, elastic time-history analysis under frequent earthquake,elastic and unyielding calculation under fortification earthquake, unyielding calculation and dynamic elastic-plastic analysis under rare earthquake, etc. The stress analysis was carried out for the corewall coupling beams supporting the large-span secondary beams and the notched beams around the corewall. Results show that the structural integral analysis and component calculation analysis meet the requirements of the code, and the structure is safe and reliable.
Rizhao China Resources Center Commercial Phase II, with a total construction area of about 150 000 square meters, has 3 floors underground and 50 floors above ground. The height is 182.6 m above the embedded layer. The structure belongs to the building with the height exceeding level-B height. The tower adopts the frame-corewall structural system, and the attached commercial podiums adopt frame-shear wall structural system. The 1～9 floor of the project is a hotel, which has high requirement for the cross-section of the frame columns. The concrete-filled steel tube(CFST) superimposed columns were used to meet the requirements of the building. There are some out-of-code items in the project, such as torsion irregularity, large-span transformation of podiums and banquet hall, and partial discontinuity of floor slabs. In the design process, the overall seismic performance of the structure was analyzed, including elastic calculation under frequent earthquake, elastic time-history analysis under frequent earthquake,elastic and unyielding calculation under fortification earthquake, unyielding calculation and dynamic elastic-plastic analysis under rare earthquake, etc. The stress analysis was carried out for the corewall coupling beams supporting the large-span secondary beams and the notched beams around the corewall. Results show that the structural integral analysis and component calculation analysis meet the requirements of the code, and the structure is safe and reliable.
引文
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[4] 建筑结构荷载规范:GB 50009—2012 [S].北京:中国建筑工业出版社,2012.
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[2] 高层建筑混凝土结构技术规程:JGJ 3—2010[S].北京:中国建筑工业出版社,2011.
[3] 超限高层建筑工程抗震设防专项审查技术要点:建质[2010]109号[A].北京:中华人民共和国住房和城乡建设部,2010.
[4] 建筑结构荷载规范:GB 50009—2012 [S].北京:中国建筑工业出版社,2012.
[5] 钢管混凝土叠合柱结构技术规程:CECS 188∶2005[S].北京:中国计划出版社,2005.