- 摘 要
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（1 廣州容柏生建筑結(jié)構(gòu)設(shè)計事務(wù)所， 廣州 510170; 2 廣東保利房地產(chǎn)開發(fā)有限公司， 廣州 510308）
［摘要］保利增城金融總部辦公塔樓建筑高335m，為帶三道轉(zhuǎn)換桁架的矩形鋼管混凝土框架-鋼筋混凝土核心筒混合結(jié)構(gòu)。分析環(huán)帶與伸臂桁架敏感性發(fā)現(xiàn)，由于外框柱不連續(xù)導(dǎo)致環(huán)帶與伸臂桁架對剛度貢獻(xiàn)較小，故結(jié)構(gòu)不另外對其設(shè)置。在節(jié)點區(qū)混凝土可能存在澆筑不密實，不考慮混凝土有利作用，對轉(zhuǎn)換桁架節(jié)點鋼材板件有限元分析，通過加厚板件并提高鋼號，可實現(xiàn)大震彈性與強(qiáng)節(jié)點弱構(gòu)件性能目標(biāo)。因建筑效果，首層核心筒外墻在穿梭梯入口處需開大洞，且梯間墻厚由1-2m減薄至0-6m，導(dǎo)致首層外墻薄弱與剪力墻偏心問題，通過殼元偏心應(yīng)力分析發(fā)現(xiàn)，偏心彎矩主要在墻厚變化位置的樓板處平衡，在穿梭梯洞口上設(shè)置SRC轉(zhuǎn)換梁，使其在穿梭梯間柱破壞時仍滿足大震不屈服，形成二道防線。桁架轉(zhuǎn)換層轉(zhuǎn)角區(qū)域徑向梁由于其上下柱與環(huán)向梁不共面，產(chǎn)生拉力，通過中大震性能驗算對其加強(qiáng)。
［關(guān)鍵詞］超高層建筑； 轉(zhuǎn)換桁架； 強(qiáng)節(jié)點弱構(gòu)件； 敏感性分析
中圖分類號：TU470， TU318-2文獻(xiàn)標(biāo)識碼：A文章編號：1002-848X(2020)04-0062-06
Structural design of office tower building of Poly Zengcheng Financial Headquarters
Wang Peng1, Zhang Wenhua1, Chen Yangze2, Zhou Yunzhu2, Xiao Peng1, Zhong Ming1, Xie Congrui1, Zhang Junhao1
（1 RBS Architectural Engineering Design Associates, Guangzhou 510170, China;2 Guangdong Poly Real Estate Development Co., Ltd., Guangzhou 510308, China）
Abstract:The office tower of Poly Zengcheng Financial Headquarters has a total height of 335m and is a composite system of rectangular concrete-filled steel tube frame and reinforced concrete core with three transfer trusses. According to the analysis of sensitivity of belt trusses and outriggers, it is found that due to the discontinuity of the outer columns, the belt truss and outrigger have little contribution to the stiffness of the tower, thus they are not used in this project. In the joint area, casting of concrete may not be dense, thus the beneficial effects of concrete are ignored when analyzing the joint area. The finite element analysis of the transfer truss joint steel plate found that, the performance objectives of elastic performance under large earthquakes and strong connection and weak members can be achieved by increasing the steel plate thickness and steel grade. Due to the architectural requirements, the outer wall of the core on the first floor needs to have a large opening at the entrance of the shuttle elevator, and the wall thickness of the staircase has been reduced from 1-2m to 0-6m, which resulting in the weakness of the first floor and the eccentricity of the shear wall. The eccentric stress analysis of shell elements found that the eccentric bending moment was mainly balanced at the floor where the wall thickness changed. The SRC transfer girder was set at the entrance of the shuttle elevator so that it would not yield under large earthquake when the column of the shuttle elevator was damaged, and form a second line of safety. Due to the non-coplanarity of the upper and lower columns and the ring beams, tensile forces are generated in the radial beams in the corner area of the transfer truss floor. Therefore, the radial beams are strengthened under the performance checking of moderate and large earthquakes.
Keywords:super high-rise building; transfer truss; strong connection and weak member; sensitivity analysis
作者簡介：王鵬，碩士，工程師，Email:wangpeng@gzrbs.com。
