超高层建筑爬塔支撑架设计及有限元分析  

DESIGN AND FINITE ELEMENT ANALYSIS OF CLIMBING TOWER SUPPORT FRAME FOR SUPER HIGH-RISE BUILDING

作　　者：王明玉[1] 刘小华[1] 

机构地区：[1]西京学院土木工程学院,西安710123

出　　处：《钢结构》2016年第8期58-62,80,共6页Steel Construction

基　　金：校级科研项目(XJ160133)

摘　　要：某超高层建筑结构类型为钢框架-核心筒结构,建筑高度349 m;根据施工部署、结构特点及核心筒顶模结构,塔吊采用外挂内爬式附着形式。塔吊中心距外墙面4 850 mm时,爬塔支撑架结构受力为最不利情况,最大竖向变形为6.0 mm,满足要求;梁单元应力比最大值为0.43<1,满足设计强度要求。主梁处预埋件和耳板的位移均较小,应力分布较均匀,应力值没有达到屈服强度,节点连接形式满足强度要求。核心筒变形主要集中在支撑点附近,最大位移为5.43 mm,整体变形很小,整体稳定性满足要求。Steel frame-core tube structure was applied in a super high-rise building with the height of 349 meters. The external hanging and internal climbing form was adopted to the tower crane based on construction arrangement,structural features and jacking formwork structure. When the distance between tower crane center and outer wall was 4 850 millimeters,climbing tower support frame encountered the worst force condition. The vertical deformation maximum was6. 0 millimeters,meeting the specification requirements; the beam element stress ratio maximum was 0. 43 that less than 1,meeting the design strength requirements. The displacement of built-in fitting and ear plate around the main beam were small,the stress was relatively uniform distribution and the stress value was not up to yield strength,therefore the connection form could meet the strength requirements. The core tube deformation mainly concentrated on the nearby supporting points,the maximum displacement was 5. 43 millimeters,which could ensure the stability of overall structure.

关 键 词：爬塔支撑架 有限元 竖向变形 梁单元应力比 核心筒 

分 类 号：TU974[建筑科学—建筑技术科学]