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（中國中元國際工程有限公司， 北京 100089）
［摘要］寧波新世界廣場5號地塊超高層建筑采用極少見的單邊3根外框架柱結(jié)構(gòu)形式，造成外框剛度相對較弱，難以形成有效二道防線；過大的角部懸挑也給設(shè)計帶來了一定的挑戰(zhàn)。經(jīng)多方案比選，主體結(jié)構(gòu)采用鋼管混凝土框架柱+鋼梁+兩道腰桁架+鋼筋混凝土核心筒的結(jié)構(gòu)形式。針對角部大懸挑雙向布置懸挑梁，并利用時程分析法考慮豎向地震作用以保證設(shè)計的安全性。此外還存在因外框柱布置稀疏導(dǎo)致的柱梁線剛度比差別過大的問題。經(jīng)系統(tǒng)研究分析，外框柱一階屈曲模態(tài)主要為沿周向的側(cè)移屈曲；框架柱計算長度系數(shù)普遍大于1-5（躍層、加強(qiáng)層及小層高等非常規(guī)樓層除外），與按規(guī)范給出的無側(cè)移計算長度系數(shù)的設(shè)計結(jié)果相比，柱的穩(wěn)定承載力變化范圍在5%以內(nèi)。
［關(guān)鍵詞］超高層建筑； 混合結(jié)構(gòu)； 加強(qiáng)層； 計算長度系數(shù)
中圖分類號：TU398-7， TU318， TU973文獻(xiàn)標(biāo)識碼：A文章編號：1002-848X(2018)03-0001-06
Structural design of super high-rise tower with sparse outer frame column on Ningbo New World Plaza 5th Plot
Wang Wenyuan, Zhao Xingguo, Zhang Yongbo, Wang Yajun, Wang Hai, Wang Ruonan,Wu Hanfu, Zhang Tongyi
(China IPPR International Engineering Co., Ltd., Beijing 100089, China)
Abstract:The super high-rise tower on Ningbo New World Plaza 5th Plot adopts a rare structural system with 3 sparse frame columns arranged on one side, which lead to relative weak lateral stiffness of out frame, and it is difficult to form an effective secondary defense line to earthquake. Too large cantilever of the corner part is another challenge for the safety structural design. Upon a comparison of a couple of structural scheme options, a hybrid structural system of concrete-filled steel tubular frame column + steel beam + two belt trusses + reinforced concrete corewall was employed for the main structure. Two-way cantilever beams were arranged at the corner part and vertical earthquake was considered for safety structural design by means of time-history analysis method. The sparse outer frame column layout resulted in too large difference of linear stiffness ratio of column and beam. A systematic analysis was carried out to find the first buckling modes of the outer frame columns mainly feature the circumferential lateral buckling. Calculation length coefficient of frame column is generally greater than 1-5 (except the unconventional floors including the jump-layer floor, strengthening story and floors of story with small layer height). Compared with the design results of the non-sway calculation length coefficient from the code, the variation range of the stability capacity of the column is less than 5%.
Keywords:super high-rise building; hybrid structure; strengthening story; calculation length coefficient
作者簡介：王文淵，博士，教授級高級工程師，一級注冊結(jié)構(gòu)工程師，Email：wangwenyuan@ippr.net。
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