北京奥林匹克塔结构设计研究
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摘要
北京奥运塔由5个纤细的单塔组成,单塔最大高宽比达33,塔顶的观景平台向外悬挑,建筑体型非常复杂。基座大厅主梁跨度大、负载重,室内建筑效果要求高。通过沿高度方向设置多道连接桁架,将5个单塔连接为整体,形成组合塔式结构体系,使结构的侧向刚度与抗倾覆能力大大提高。在各单塔之间设置水平桁架和预应力斜杆临时支撑体系,消除了结构不均匀竖向变形和差异沉降的不利影响。采用节段式风洞试验测试技术,解决了复杂模型测试精度问题。结合高位消防水箱研发的折返式吊挂机构,克服了TMD安装空间不足的难题,并可根据实测情况调节质量块的自振频率。在塔冠大悬挑端部设置竖向TMD减振装置后,对密集人流激励引起的共振具有显著的抑制作用。基座大厅屋盖采用交叉编织清水混凝土梁板结构,在楼板缺失部位能够有效传递内力,保证了结构的整体性以及对塔身的嵌固作用。结合建筑室内造型采用了大跨度拱梁,可以有效改善大跨度梁的受力形态,优化构件的截面尺寸,改善结构的经济性。
Beijing Olympic Tower consists of five slender single towers, of which the maximum aspect ratio is 33. The sightseeing platform on the top of the towers hangs out and the building shape is very complicated. The girders of the base hall which has a very high indoor architectural requirement are large span and heavily loaded. Through setting multiple connection trusses along the vertical direction, five single towers were united to form a bundled tower system, and the lateral stiffness and overturning resisting capacity of the structure were improved significantly. The adverse effects of uneven vertical deformation and differential settlement were avoided by using temporary horizontal truss-prestressed bracing system between the individual towers. The test precision problem of the complex model was solved successfully by using the sectional wind tunnel test technology. By developing reentrant hoisting mechanism combined with high-place fire protection water tank, the problem of insufficient TMD installation space was addressed. The natural vibration frequency of the mass block could be adjusted according to the measured condition. After applying the vertical TMD devices at the end of the large cantilever at the tower crown, the resonance caused by the dense stream of people was significantly mitigated. The roof of the base hall adopted an intercross clear water concrete beam-plate system, which could effectively transfer the internal force at the missing part of the roofing slabs, ensuring the integrity of the structure and embedded effect of the tower body. Considering the interior architectural effect of the building, a long-span arch girder was adopted, thus the force transfer capability of the girder could be effectively improved, the section size of the components could be optimized, and the structural cost could be reduced.
Beijing Olympic Tower consists of five slender single towers, of which the maximum aspect ratio is 33. The sightseeing platform on the top of the towers hangs out and the building shape is very complicated. The girders of the base hall which has a very high indoor architectural requirement are large span and heavily loaded. Through setting multiple connection trusses along the vertical direction, five single towers were united to form a bundled tower system, and the lateral stiffness and overturning resisting capacity of the structure were improved significantly. The adverse effects of uneven vertical deformation and differential settlement were avoided by using temporary horizontal truss-prestressed bracing system between the individual towers. The test precision problem of the complex model was solved successfully by using the sectional wind tunnel test technology. By developing reentrant hoisting mechanism combined with high-place fire protection water tank, the problem of insufficient TMD installation space was addressed. The natural vibration frequency of the mass block could be adjusted according to the measured condition. After applying the vertical TMD devices at the end of the large cantilever at the tower crown, the resonance caused by the dense stream of people was significantly mitigated. The roof of the base hall adopted an intercross clear water concrete beam-plate system, which could effectively transfer the internal force at the missing part of the roofing slabs, ensuring the integrity of the structure and embedded effect of the tower body. Considering the interior architectural effect of the building, a long-span arch girder was adopted, thus the force transfer capability of the girder could be effectively improved, the section size of the components could be optimized, and the structural cost could be reduced.
引文
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[2] 建筑抗震设计规范:GB 50011—2010[S]. 北京:中国建筑工业出版社,2010.(Code for seismic design of building:GB 50011—2010[S]. Beijing: Architecture & Building Press,2010.(in Chinese))
[3] 高耸结构设计规范:GB 50135—2006[S]. 北京:中国计划出版社,2007.(Code for design of high-rising structures: GB 50135—2006[S].Beijing:China Planning Press,2006.(in Chinese))
[4] 范重,孔相立. 组合塔式结构及其效能研究[J]. 建筑科学与工程学报,2014,31(2):126-137.(FAN Zhong,KONG Xiangli. Study on behavior of bundled tower structure[J]. Journal of Architecture and Civil Engineering,2014,31(2):126-137.(in Chinese))
[5] 北京筑信达工程咨询有限公司. 建筑结构计算软件SAP2000(1.7.1.0版)[M].北京:北京筑信达工程咨询有限公司,2017.(Beijing Construction Information Solution Engineering Consulting. Building structure calculation software SAP2000 structure (V1.7.1.0)[M]. Beijing:Beijing Construction Information Solution Engineering Consulting, 2017.(in Chinese))
[6] 空间网格结构技术规程:JGJ 7—2010[S].北京:中国建筑工业出版社,2010.(Technical specification for space frame structures:JGJ 7—2010[S]. Beijing: Architecture & Building Press, 2010.(in Chinese))
[7] 北京市勘察设计研究院. 北京奥运瞭望塔岩土工程勘察报告[R].北京:北京市勘察设计研究院,2006.
[8] 顾明,周晅毅,黄鹏. 北京奥运瞭望塔风洞试验报告[R].上海:同济大学土木工程与防灾国家重点实验室,2006.
[9] 李爱群,张志强,陆飞.北京奥林匹克公园瞭望塔振动控制研究报告[R].南京:东南大学土木工程学院,2012.
[10] 李爱群,张志强,陆飞. 北京奥林匹克中心瞭望塔工程测试报告[R].南京:东南大学土木工程学院,2015.
[11] 高层民用建筑钢结构技术规程:JGJ 99—2015[S].北京:中国建筑工业出版社,2016.(Technical specification for steel structure of tall building:JGJ 99—2015[S]. Beijing: China Architecture & Building Press,2016.(in Chinese))