- 摘 要
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（香港華藝設(shè)計顧問（深圳）有限公司， 深圳 518000）
［摘要］基于實際工程需求，某項目塔樓沿高度方向存在4次梁托柱轉(zhuǎn)換，且上、下層相鄰的轉(zhuǎn)換梁分別在南北、東西側(cè)交錯設(shè)置，形成多重轉(zhuǎn)換結(jié)構(gòu)體系。由于建筑立面造型須形成橫平豎直的矩形方格網(wǎng)形式，選擇型鋼混凝土轉(zhuǎn)換梁、轉(zhuǎn)換柱能同時兼顧建筑造型和結(jié)構(gòu)受力的需求，由此提出一種四角筒雙向多重大跨度錯位連體的新型結(jié)構(gòu)體系。經(jīng)過計算分析，X，Y向框架部分承擔傾覆力矩百分比分別為21%，22%，層位移曲線呈彎剪型，此結(jié)構(gòu)體系符合框架-剪力墻結(jié)構(gòu)受力特性。基于大震彈塑性時程計算和關(guān)鍵構(gòu)件優(yōu)化對比分析，提出采用“寬扁”形式的轉(zhuǎn)換梁截面，其上支承8個樓層的轉(zhuǎn)換梁上托柱增加為3根，轉(zhuǎn)換梁以上所支承的樓層中底層和頂層柱改為方鋼管混凝土柱等改進措施。為合理解決轉(zhuǎn)換柱抗剪承載力不足的關(guān)鍵問題，在轉(zhuǎn)換柱所在樓層的兩側(cè)相鄰跨，與轉(zhuǎn)換柱相連處增設(shè)一段鋼板混凝土剪力墻，其內(nèi)置鋼板與轉(zhuǎn)換梁內(nèi)型鋼梁連為一體，形成轉(zhuǎn)換柱和鋼板剪力墻共同承擔水平剪力的構(gòu)造措施，并通過轉(zhuǎn)換梁有限元對比計算分析驗證傳力的合理性，為妥善解決此類問題提供一個新思路?？紤]長期荷載作用時的大跨度梁抬柱結(jié)構(gòu)，轉(zhuǎn)換梁及其相鄰上一樓層梁柱內(nèi)力可能會產(chǎn)生突變，結(jié)構(gòu)設(shè)計階段應(yīng)予以重點考慮該因素影響。
［關(guān)鍵詞］角筒； 大跨度； 高位連體； 傾覆力矩百分比； 鋼板混凝土剪力墻
中圖分類號：TU318文獻標識碼：A文章編號：1002-848X(2019)24-0014-10
Exploration on innovation and key technologies of four corner tube bi-directional multi large-span staggered connected structural system
Zhang Wei, Yan Lijun, Zhou Xiaoguang, Chen Long, Liu Jun
(Hong Kong Huayi Design & Consultant Co., Ltd., Shenzhen 518000， China)
Abstract:Based on actual engineering requirements, there are four beam-to-column transformations along the height direction of a project tower and the upper and lower adjacent transfer beams are staggered in the south, north, east and west sides respectively, to form a multiple transformation structural system. Because the building fa-ade is modeled as a horizontal and vertical rectangular grid, the steel reinforced concrete transfer beams and columns were selected, so that the requirements of building shape and structural stress could be taken into account at the same time. A new four-corner-tube bi-directional multi large-span staggered connected structural system was proposed. After calculation and analysis, the percentage of overturning moment undertaken by the frames in X and Y directions was 21% and 22% respectively, and layer displacement curve was in bending-shearing shape. This structural system was in accordance with the mechanical characteristics of frame-shear wall structure. Some improvement measures were put forward based on the elastic-plastic time-history calculation under the rare earthquake and the comparative analysis of the optimization of key components, such as using the “wide flat” form of transfer beam section, increasing the number of transfer columns to 3 to support 8 floors above, and changing the columns on the transfer beam to concrete filled square steel tube columns. In order to solve the key problem of the insufficient shear capacity of the transfer column, a section of steel plate concrete shear wall was added at the adjacent span of both sides of the floor where the transfer column was located, and the built-in steel plate was connected with the steel beam inside the transfer beam, forming the structural measures that the transfer column and the steel plate shear wall undertook the horizontal shear together. The rationality of the transfer force was verified by the finite element analysis of the transfer beam. It provided a new way to solve these problems. Considering the large-span beam-to-column transformation structure under long-term load, the internal forces of the transfer beam and beam-column internal forces of its adjacent upper floor may change suddenly. The influence of this factor should be considered in the stage of structural design.
Keywords:corner tube; large span; high-position connected structure; overturning moment percentage; steel plate concrete shear wall
作者簡介：張偉，碩士，高級工程師，Email: 593225626@qq.com。
