深圳证券交易所结构设计
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摘要
深圳证券交易所塔楼采用钢梁-型钢混凝土柱组合框架+钢筋混凝土核心筒结构体系,东西两侧外框架在裙楼以下采用转换桁架结构。位于塔楼7~10层的悬臂裙楼最大悬挑距离37m,采用钢桁架结构支承。本项目为超高、超限结构,受地震作用及风荷载影响较大,设计时基于不同性能水准下的抗震性能目标,同时考虑风洞试验风荷载数据,对结构设计方案及整体性能进行了研究。弹性分析采用了两种不同的分析软件进行计算对比,同时对塔楼进行了非线性时程分析。分析结果表明,本工程整体结构性能满足相关规范要求,结构设计安全,构件设计主要由风荷载或重力荷载控制。罕遇地震下结构抗震性能满足"大震不倒"的性能目标。
The structural system of the tower of Shenzhen Stock Exchange( SSE) comprises of reinforced concrete core wall with steel beam-steel reinforced concrete column composite frame. And the outer frames on the east and west sides adopt transfer truss structure in the scope of podium. The cantilever podium is located at storeys 7 to 10 of the tower and has a maximum cantilever of 37 m,which is supported by steel trusses. The building is out-of-height and out-of-code,which is influenced greatly by seismic action and wind loading. Based on seismic performance targets under different performance levels,structural design scheme and overall performance were studied considering wind loading data from wind tunnel test.Two analysis programs were used to calculate and compare in elastic analysis,and non-linear time-history analysis of the tower was carried out. The results show that the overall structural performance meets relevant requirements of Chinese design codes. The structure is safe and component design is generally governed by wind loading or gravity loading. The structural seismic performance under the rare earthquake meets the performance objective of ″not collapse under the rare earthquake″.
The structural system of the tower of Shenzhen Stock Exchange( SSE) comprises of reinforced concrete core wall with steel beam-steel reinforced concrete column composite frame. And the outer frames on the east and west sides adopt transfer truss structure in the scope of podium. The cantilever podium is located at storeys 7 to 10 of the tower and has a maximum cantilever of 37 m,which is supported by steel trusses. The building is out-of-height and out-of-code,which is influenced greatly by seismic action and wind loading. Based on seismic performance targets under different performance levels,structural design scheme and overall performance were studied considering wind loading data from wind tunnel test.Two analysis programs were used to calculate and compare in elastic analysis,and non-linear time-history analysis of the tower was carried out. The results show that the overall structural performance meets relevant requirements of Chinese design codes. The structure is safe and component design is generally governed by wind loading or gravity loading. The structural seismic performance under the rare earthquake meets the performance objective of ″not collapse under the rare earthquake″.
引文
[1]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]JGJ 3—2002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,2002.
[3]甄圣威,汪洋.超高层结构弹塑性模拟中若干问题的讨论[J].建筑结构,2013,43(S1):546-551.
[2]JGJ 3—2002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,2002.
[3]甄圣威,汪洋.超高层结构弹塑性模拟中若干问题的讨论[J].建筑结构,2013,43(S1):546-551.
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