- 摘 要
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(1 廣州大學(xué)土木工程減震防災(zāi)省部共建協(xié)同創(chuàng)新中心, 廣州 510405; 2 廣州大學(xué)廣東省地震工程與應(yīng)用技術(shù)重點實驗室, 廣州 510405; 3 廣州大學(xué)工程抗震減震與結(jié)構(gòu)安全教育部重點實驗室, 廣州 510405; 4 香港華藝設(shè)計顧問 (深圳) 有限公司, 深圳 518057)
摘要: 中信城市廣場三期 B 地塊辦公樓主塔采用密柱框架-核心筒+環(huán)帶桁架混合結(jié)構(gòu)體系,分析了樓板和外框柱剪力傳遞及斜柱引起水平力對整體結(jié)構(gòu)的影響、環(huán)帶桁架加強(qiáng)層的傳力機(jī)理、抽柱轉(zhuǎn)換節(jié)點和分叉柱節(jié)點受力.當(dāng)樓板剛度分別取 100%彈性剛度、50%彈性剛度、25%彈性剛度和剛性樓板時,分別驗證了結(jié)構(gòu)小震彈性、中震不屈服、大震不屈服的扭轉(zhuǎn)承載力,對于此外框柱螺旋布置形式,應(yīng)增強(qiáng)結(jié)構(gòu)的抗扭轉(zhuǎn)承載力;分叉斜柱的傾斜角度控制在 10°范圍以內(nèi)較合適且采用型鋼混凝土節(jié)點設(shè)計.
關(guān)鍵詞: 超高層結(jié)構(gòu)設(shè)計; 密柱框架-核心筒; 環(huán)帶桁架; 扭轉(zhuǎn)結(jié)構(gòu); 分叉斜柱; 轉(zhuǎn)換結(jié)構(gòu)
中圖分類號:TU973+. 23 文獻(xiàn)標(biāo)志碼:A 文章編號:1002-848X(2023)04-0052-06
DOI:10. 19701 / j. jzjg. LS210130
Key issue analysis on super high-rise structural design of office building on Block B in CITIC City Plaza Phase Ⅲ
WANG Jinghui1,2,3,4, TAN Ping1,2,3, ZHOU Fulin1,2,3, CHEN Huating1,2,3, WANG Yang4, CHEN Biaohan4
(1 Collaborative Innovation Center for Earthquake Mitigation and Disaster Prevention of Civil Engineering, GuangzhouUniversity, Guangzhou 510405, China; 2 Guangdong Provincial Key Laboratory of Earthquake Engineering and ApplicationTechnology, Guangzhou University, Guangzhou 510405, China; 3 Key Laboratory of Engineering Anti-seismic andStructural Safety of Ministry of Education, Guangzhou University, Guangzhou 510405, China; 4 Hong Kong HuayiDesign Consultant (Shenzhen) Co. , Ltd. , Shenzhen 518057, China)
Abstract: Office building main tower on Block B in CITIC City Plaza Phase Ⅲ adopts a dense column frame-core tube +ring belt truss hybrid structure system. The influence of the horizontal force caused by the shear force transmission of thefloor and the outer frame column and the inclined column on the overall structure, the force transmission mechanism of theringbelt truss reinforced layer, the drawn column transfer node and the bifurcated column node were analyzed. When thefloor stiffness is 100% elastic stiffness, 50% elastic stiffness, 25% elastic stiffness and rigid floor were used, the torsionalbearing capacity of the structure for frequently earthquakes, medium earthquakes and rarely earthquakes were verifiedrespectively. For the spiral arrangement of outer frame columns, the structural torsional bearing capacity should bestrengthened. It is more appropriate to control the inclination angle of the bifurcated inclined column within the range of 10°and adopt the steel concrete joint design.
Keywords:super high-rise structure; dense column frame-core tube; ringbelt truss; torsion structure; bifurcation inclinedcolumn; transition structure
∗國家自然科學(xué)基金項目( 51978185),教育部創(chuàng)新團(tuán)隊研究發(fā)展計劃項目( IRT13057),廣東省教育廳創(chuàng)新團(tuán)隊項目(2016KCXTD016),廣州大學(xué)研究生創(chuàng)新能力培養(yǎng)資助計劃項目(2018GDJC-D06).
第一作者:王靜輝,博士,工程師,主要從事工程結(jié)構(gòu)設(shè)計、結(jié)構(gòu)抗震與減震控制研究,Email:260899537@ qq. com.
[引用本文] 王靜輝,譚平,周福霖,等. 中信城市廣場三期 B 地塊辦公樓超高層結(jié)構(gòu)設(shè)計關(guān)鍵問題分析[ J]. 建筑結(jié)構(gòu), 2023, 53 ( 4): 52-57. WANG Jinghui, TAN Ping, ZHOU Fulin, et al. Key issue analysis on super high-risestructural design of office building on Block B in CITIC City Plaza Phase Ⅲ[J]. Building Structure,2023,53(4):52-57.
