上海某超限高层钢管混凝土框架-偏置核心筒结构设计
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摘要
上海合景国际广场紧邻黄浦江边,为钢管混凝土框架-混凝土核心筒结构,其特点一是核心筒严重偏置,质心与刚心严重偏离,扭转效应显著,筒外办公区钢梁跨度20m;二是2层楼面有效宽度小于本层宽度的40%,属于超限结构。文中采用SATWE、ETABS及PMSAP进行了小震计算与复核,采用PUSH&EPDA对结构进行了罕遇地震下的静动力弹塑性分析,根据计算结果采取加强措施,使本工程达到了抗震设计性能目标。
Shanghai KWG International Plaza is beside the Huangpu River. It's steel frame-concrete core wall structural system. Structure has the following characteristics:the concrete core wall is biasing to the building one side. The eccentricity of structural mass center and rigid center is increasing,and torsional effect is significant. And the span of office area is up to 20 m. On the other hand,the effective width of second floor is less than 40% of the floor. So the building belong to the ultra limit complicated structure. SATWE,ETABS and PMSAP are utilized to calculate and check frequently occurred earthquake. And PUSH&EPDA is utilized to establish a whole structure analysis model,the elastic-plastic pushover and time-history analysis shall be carried out under the rare earthquake. According to the result,some technical measures have been adopted to assure the seismic performance of this building.
Shanghai KWG International Plaza is beside the Huangpu River. It's steel frame-concrete core wall structural system. Structure has the following characteristics:the concrete core wall is biasing to the building one side. The eccentricity of structural mass center and rigid center is increasing,and torsional effect is significant. And the span of office area is up to 20 m. On the other hand,the effective width of second floor is less than 40% of the floor. So the building belong to the ultra limit complicated structure. SATWE,ETABS and PMSAP are utilized to calculate and check frequently occurred earthquake. And PUSH&EPDA is utilized to establish a whole structure analysis model,the elastic-plastic pushover and time-history analysis shall be carried out under the rare earthquake. According to the result,some technical measures have been adopted to assure the seismic performance of this building.
引文
[1]GB 50153-2008工程结构可靠性设计统一标准[S]
[2]GB 50009-2012建筑结构荷载规范[S]
[3]JGJ 3-2010高层建筑混凝土结构技术规程[S]
[4]CECS 273:2010组合楼板设计与施工规范[S]
[5]GB 50011-2010建筑抗震设计规范[S]
[6]Allen D.E.,Rainer J.H.And Pernica G..Building Vibrations Due to Human Activities[J].Proceedings,ASCE Structures Congress,Orlando,Florida,1987
[7]GB 50017-2003钢结构设计规范[S]
[8]鲁小飞,杨旭晨,孙会郎,等.温岭博物馆结构设计[J].建筑钢结构进展,2014(4)
[9]尧国皇,于清,郭明.高层钢管混凝土框架-RC核心筒结构的弹塑性时程分析[J].建筑钢结构进展,2014(2)
[10]DGJ 08-9-2013上海市建筑抗震设计规程[S]
[2]GB 50009-2012建筑结构荷载规范[S]
[3]JGJ 3-2010高层建筑混凝土结构技术规程[S]
[4]CECS 273:2010组合楼板设计与施工规范[S]
[5]GB 50011-2010建筑抗震设计规范[S]
[6]Allen D.E.,Rainer J.H.And Pernica G..Building Vibrations Due to Human Activities[J].Proceedings,ASCE Structures Congress,Orlando,Florida,1987
[7]GB 50017-2003钢结构设计规范[S]
[8]鲁小飞,杨旭晨,孙会郎,等.温岭博物馆结构设计[J].建筑钢结构进展,2014(4)
[9]尧国皇,于清,郭明.高层钢管混凝土框架-RC核心筒结构的弹塑性时程分析[J].建筑钢结构进展,2014(2)
[10]DGJ 08-9-2013上海市建筑抗震设计规程[S]