北京财富中心二期办公楼超高层结构体系设计研究
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摘要
北京财富中心二期办公楼结构总高度265m,将成为继国贸三期A座之后,8度抗震区北京的第二高楼和采用钢管混凝土框架+钢筋混凝土核心筒结构体系最高的建筑。建筑平面长宽比达到1.5,通过合理布置及专业协调,有效降低了扭转效应对超高层结构的不利影响。结构沿竖向设置了四道含伸臂桁架和腰桁架的加强层,并将组合钢板剪力墙应用于核心筒底部加强区,有效地增强了结构的整体抗侧刚度,改善了其抗震性能,同时也减小了墙体厚度及自重。外框柱通高采用大直径圆钢管混凝土柱,有效减小了截面尺寸及用钢量。对结构进行了弹性及弹塑性动力时程分析,采取有效措施,降低了高柔结构高振型对结构顶部鞭梢效应的不利影响,提高了整体安全度。结构设计在规范基础上,满足了全国抗震审查专家组提出的一系列超限措施要求,其整体结构方案和构件选型在用钢量、防火性能、风载舒适度等方面体现了明显的综合经济性能,成功降低了结构总造价。
The Beijing Fortune Plaza 2 office tower is 265m tall and will become the second tallest building after the CWTC 3A mega tower in Beijing at intensity 8 seismic zone and the tallest building adopting composite structural system composed by concrete filled tube frame and concrete core.The length-to-width ratio is close to 1.5,but unfavorable influence caused by torsional effect is successfully reduced by a rational control on the structural layout.Four strengthened-stories with outriggers and belt trusses are installed to provide additional lateral strength.Composite steel plate wall(CSPW) is adopted in the lower level of the core to increase the lateral stiffness and enhance seismic performance effectively,at the same time reduces the self weight with thinner wall as well. Large diameter circle concrete filled tube(CFT) column is used in the perimeter frame along overall height,thus greatly reduces the section size and the amount of steel consumption.Based on the elastic and elasto-plastic time history analysis, the effective measures are taken to resist the significant influence from whiplash effect for the tall and slender structure caused by high order models,thus enhanced the structural safety.The seismic design of the tower has satisfied the additional requirements by expert panel review based on the general Chinese seismic codes.The structural scheme and member selection reflect comprehensive economic advantages in aspect of steel tonnage,fire proof and wind comfort,etc.Thus,the construction cost is successfully decreased.
The Beijing Fortune Plaza 2 office tower is 265m tall and will become the second tallest building after the CWTC 3A mega tower in Beijing at intensity 8 seismic zone and the tallest building adopting composite structural system composed by concrete filled tube frame and concrete core.The length-to-width ratio is close to 1.5,but unfavorable influence caused by torsional effect is successfully reduced by a rational control on the structural layout.Four strengthened-stories with outriggers and belt trusses are installed to provide additional lateral strength.Composite steel plate wall(CSPW) is adopted in the lower level of the core to increase the lateral stiffness and enhance seismic performance effectively,at the same time reduces the self weight with thinner wall as well. Large diameter circle concrete filled tube(CFT) column is used in the perimeter frame along overall height,thus greatly reduces the section size and the amount of steel consumption.Based on the elastic and elasto-plastic time history analysis, the effective measures are taken to resist the significant influence from whiplash effect for the tall and slender structure caused by high order models,thus enhanced the structural safety.The seismic design of the tower has satisfied the additional requirements by expert panel review based on the general Chinese seismic codes.The structural scheme and member selection reflect comprehensive economic advantages in aspect of steel tonnage,fire proof and wind comfort,etc.Thus,the construction cost is successfully decreased.
引文
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[2]徐培福,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.
[3]超限高层建筑工程抗震设防专项审查技术要点[S].2003.
[4]GB50011—2001建筑抗震设计规范(2008版)[S].北京:中国建筑工业出版社,2008.
[5]徐培福,王亚勇,戴国莹.关于超限高层建筑抗震设防审查的若干讨论[J].建筑结构学报,2004,37(1):1-6.
[6]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-9.
[7]王亚勇,戴国莹.建筑抗震设计规范疑问解答[M].北京:中国建筑工业出版社,2006.
[8]北京财富中心二期写字楼工程初步抗震设防专项审查意见[C].北京:建抗超委[2008](审)014号.
[9]钟善桐.钢管混凝土结构(第3版)[M].北京:清华大学出版社,2003.
[10]钟善桐.钢管混凝土结构在我国的应用与发展[C]//2004钢结构学术年会论文集,2004:33-39.
[11]钟善桐.圆形和方形钢管混凝土柱工作性能与经济性比较[J].哈尔滨工业大学学报,2003,35(S1):27-30.
[12]吕方宏,孙昱斌.高层钢-钢骨混凝土混合结构的设计研究[J].建筑结构,2002,32(11):42-46.
[13]王敏,曹万林,张建伟.组合剪力墙的抗震研究与发展[J].地震工程与工程振动,2007,27(5):80-87.
[14]孙建超,徐培福,肖从真,等.钢板-混凝土组合剪力墙受剪性能试验研究[J].建筑结构,2008,38(6):1-6.
[15]中国建筑科学研究院.高层钢-混凝土混合结构体系设计与施工关键技术研究(综合报告)[R].2007.
[16]FEMA356(2000)Prestandard and Commentary for the SeismicRehabilitation of Buildings[S].Federal Emergency ManagementAgency,Washington,D.C.
[17]ATC40 Seismic Evaluation and Retrofit of Concrete Buildings[S].Applied Technology Council,1996.
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