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(1 北京市建筑設(shè)計(jì)研究院有限公司， 北京 100045； 2 中國電子工程設(shè)計(jì)院有限公司， 北京 100840；3 中國建筑科學(xué)研究院有限公司， 北京 100013)

［摘要］天津光年城-城市展館項(xiàng)目三層展廊為直徑50m的圓環(huán)，豎向構(gòu)件均偏置在北側(cè)，圓環(huán)整體懸挑長度達(dá)38.3m；考慮三層展廊外側(cè)通透的建筑效果，外側(cè)立面無法布置結(jié)構(gòu)構(gòu)件，主受力構(gòu)件僅能布置在圓環(huán)內(nèi)側(cè)。該圓環(huán)結(jié)構(gòu)存在結(jié)構(gòu)單側(cè)懸挑長度大、豎向支承少、懸挑構(gòu)件抗扭剛度小、二次懸挑等特點(diǎn)。針對(duì)上述結(jié)構(gòu)特點(diǎn)，采取以下設(shè)計(jì)措施：1）綜合考慮結(jié)構(gòu)體系安全性及經(jīng)濟(jì)性，懸挑圓環(huán)采用空間鋼桁架，展廊人行區(qū)域?yàn)殇撹旒苌隙螒姨翡摿海?）三層展廊整體荷載通過偏置的樓電梯核心筒傳至基礎(chǔ)底板，樓電梯核心筒為鋼板組合剪力墻結(jié)構(gòu)；3）合理布置基礎(chǔ)，減少樁基受拉；4）明確關(guān)鍵構(gòu)件，提出有針對(duì)性的結(jié)構(gòu)抗震性能目標(biāo)和抗震措施；5）采用多種有限元軟件分析對(duì)比，保證整體和節(jié)點(diǎn)計(jì)算結(jié)果的可靠性；6）以豎向振動(dòng)峰值加速度作為大懸挑結(jié)構(gòu)的舒適度控制指標(biāo)，并設(shè)置TMD以滿足舒適度要求。分析結(jié)果表明，結(jié)構(gòu)滿足規(guī)范及抗震性能目標(biāo)要求。 

［關(guān)鍵詞］單側(cè)大懸挑圓環(huán)結(jié)構(gòu)；鋼板組合剪力墻；關(guān)鍵構(gòu)件；抗震性能目標(biāo)；舒適度 

中圖分類號(hào)：TU393-3 文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2021)19-0049-07

Design of unilateral large cantilever ring structure for city pavilion of Tianjin Lightyear City  

JIANG  Yang1,  SUN  Ke1,  HE  Yang1,  YANG  Yong1,  CHEN  Binlei2,  KANG  Zhao3 

(1 Beijing Institute of Architectural Design, Beijing 100045， China； 2 China Electronics Engineering Design Institute Co., Ltd., Beijing 100840， China； 3 China Academy of Building Research, Beijing 100013， China) 

Abstract: The third floor gallery of city pavilion of Tianjin Lightyear City is a ring with the diameter of 50m, and the vertical member is only on the north side. The overall cantilever length of the ring is 38.3m. Considering the transparent architectural effect of the three-story gallery, the structural members can not be arranged on the outer facade, and the main force bearing members can only be arranged on the inner side of the ring. The ring structure has the characteristics of large single cantilever length, less vertical support, small torsional stiffness of cantilever members, secondary cantilever and so on. In view of the above structural characteristics, the following design measures were taken: 1) Considering the safety and economy of the structure system, the space steel truss was used for the cantilever ring, and the secondary cantilever steel beam was used for the pedestrian area of the gallery; 2) The whole load of the three-story gallery was transferred to the foundation through the offset core tubes, which is the steel plate composite shear wall structure; 3) The foundation was arranged reasonably to reduce the tension of pile foundation; 4) The key members were defined, and the targeted seismic performance objectives and measures were proposed; 5) A variety of finite element software was used to analyze and compare to ensure the reliability of the overall and node calculation results; 6) The vertical vibration members peak acceleration was taken as the comfort control index of large cantilever structure, and TMD was set to meet the comfort requirements. The results show that the structure meets the requirements of the code and seismic performance objective. 

Keywords:unilateral large cantilever ring structure； steel plate composite shear wall； key member； seismic performance objective； comfort

作者簡介：江洋，博士，高級(jí)工程師，Email: jiangyang@ biad.com.cn； 通信作者：孫珂，博士，工程師，Email: sunke@ biad.com.cn。