北京奧體南區(qū)3#地塊項(xiàng)目結(jié)構(gòu)設(shè)計(jì)
張世憲，顧燕寧，侯鵬，汪潔，曹向明
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（中國中建設(shè)計(jì)集團(tuán)有限公司（直營總部）， 北京 100037）［摘要］北京奧體南區(qū)3#地塊項(xiàng)目結(jié)構(gòu)總高度172.5m，為超B級高度的超限高層結(jié)構(gòu)，主塔樓采用鋼筋混凝土內(nèi)筒-型鋼混凝土外框柱-鋼梁組成的混合結(jié)構(gòu)體系。采用SATWE與ETABS兩種軟件進(jìn)行整體分析計(jì)算，兩者計(jì)算結(jié)果基本一致，結(jié)構(gòu)的周期比、層間位移角、層間受剪承載力比等均滿足規(guī)范要求；鋼筋混凝土核心筒底部加強(qiáng)區(qū)的墻肢及型鋼混凝土外框柱的偏壓、偏拉承載力滿足中震不屈服，受剪承載力滿足中震彈性；大震下復(fù)核受剪截面控制條件。頂部34層設(shè)置高位轉(zhuǎn)換層，在水平和豎向地震作用下，轉(zhuǎn)換梁的承載力滿足大震不屈服，相關(guān)支承構(gòu)件承載力滿足中震彈性要求及強(qiáng)剪弱彎要求。采用PERFORM-3D軟件進(jìn)行動(dòng)力彈塑性時(shí)程分析，結(jié)果表明，結(jié)構(gòu)在大震下的性能表現(xiàn)較為合理，結(jié)構(gòu)沒有受到嚴(yán)重破壞或倒塌。［關(guān)鍵詞］超限高層結(jié)構(gòu); 高位轉(zhuǎn)換; 中震不屈服; 動(dòng)力彈塑性時(shí)程分析中圖分類號：TU398, TU973 文獻(xiàn)標(biāo)識碼：A 文章編號：1002-848X(2014)23-0001-05Structural design of the No.3 plot in Southern Area of Beijing Olympic ParkZhang Shixian, Gu Yanning, Hou Peng, Wang Jie, Cao Xiangming(China Construction Engineering Design Group Corporation Limited（Head Quarter）, Beijing 100037, China )Abstract: The No.3 plot in Southern Area of Beijing Olympic Park with structural height of 172.5m, which adopts hybrid structural system of reinforced concrete core wall, steel reinforced concrete frame column and steel beam, is an out-of-code high-rise structure that exceeds the height of level B. Programs of SATWE and ETABS were used to carry out the integral structural analysis and calculation, and the results from two programs are basically the same. Parameters as period ratio, inter-story drift and inter-story shear capacity meet the requirements of the code. Under the intermediate earthquake, the wall and the eccentric compression capacity and eccentric tension capacity of the steel reinforced concrete frame column at strengthened bottom zone of reinforced concrete core wall are non-yielding and shear capacity kept elastic. Under the rare earthquake, the controlling conditions of the shear section were checked. A high transfer floor was set on the 34rd floor. The bearing capacities of transfer beams of the floor show a good behavior of non-yielding under the rare earthquake under the horizontal and vertical seismic actions, and the bearing capacities of related supporting members meet the requirements of keeping elastic under the intermediate earthquake and strong shearing and weak bend. PERFORM-3D program was used to make the dynamic elastic-plastic time-history analysis. The results show that the performance of the structure under rare earthquake is reasonable, the structure is not seriously damaged or collapsed.Keywords: out-of-code high-rise structure; high transfer floor; non-yielding under intermediate earthquake; dynamic elastic-plastic time-history analysis作者簡介：張世憲，學(xué)士，高級工程師，一級注冊結(jié)構(gòu)工程師， Email：zsx.1974@163.com。參考文獻(xiàn)［1］北京奧體南區(qū)3#地塊項(xiàng)目工程場地地震安全性評價(jià)應(yīng)用報(bào)告［R］.北京：北京賽斯米克地震科技發(fā)展中心，2011.［2］GB 50011—2010建筑抗震設(shè)計(jì)規(guī)范［S］.北京：中國建筑工業(yè)出版社，2010.［3］JGJ 3—2010高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程［S］.北京：中國建筑工業(yè)出版社，2011.［4］GB 50007—2011建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范［S］.北京：中國建筑工業(yè)出版社，2012.
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