上海环球金融中心大厦基于性能的抗震设计研究
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摘要
基于性能的抗震设计(PBSD)是90年代初美、日等国家的学者根据震害调查提出的新概念，也是工程抗震发展史上的一个重要里程碑。基于性能的抗震设计的目的是将所设计的结构在指定强度地震下的破损状态及其造成的经济损失、人员伤亡等控制在预期的目标范围内，使结构震后的功能得以延续、维持。
建设中的上海环球金融中心大厦101层，结构高度492m，高宽比8.49，拟建成为世界上结构主体最高的建筑物。根据我国《高层建筑混凝土结构技术规程》(JGJ3-2002)，该建筑总高超过了型钢混凝土框架—钢筋混凝土筒体最大高度190m的限值，高宽比超过了设防烈度7度地区为7的限值。大厦采用了三重结构体系抵抗水平荷载，它们由巨型框架、钢筋混凝土核心筒及构成核心筒和巨型型钢混凝土柱之间相互作用的伸臂桁架组成。核心简竖向不连续，由低筒、中筒和上部筒三部分组成。位于结构平面角部的巨型柱B在42层以上开始分叉形成倾斜曲面，巨型斜撑只设置在垂直立面上，且采用单向支撑。
本文以该大厦的结构体系为研究对象，采用基于性能的抗震设计思想，在综合考虑场地特征、结构功能与重要性、投资与效益等因素的前提下，提出了抗震性能目标，并通过以下的理论和试验研究检验了大厦的结构体系是否满足性能目标的要求：
首先进行了1：50比例的微粒混凝土整体模型的地震模拟振动台试验，分别按照7度多遇、基本、罕遇和8度罕遇的顺序分四个阶段由台面依次输入El Centro波、San Fernando波和SHW2波。地震波持续时间按相似关系压缩为原地震波的1／11.18，输入方向分为双向或单向水平输入。在不同水准地震波输入前后，均对模型进行白噪声扫频，以测量结构的自振频率、振型和阻尼比等动力特征参数。根据动力相似原理计算出原型结构动力特性和动力反应，整体结构振动台试验研究表明：结构满足抗震性能目标的要求。
利用大型通用有限元软件ANSYS进行了整体结构在7度多遇、基本和罕遇地震作用下的数值计算分析，并将理论值和试验数据进行了对比，验证了分析的可靠性。分析得到了各水准地震作用下结构的动力特性、结构的位移反应和核心筒壁的应力分布，计算结果表明结构能够满足抗震设防目标的要求。
利用同济大学结构工程与防灾研究所开发的高层结构弹塑性时程软件TBNLDA，进行了该大厦简化计算模型的弹塑性时程分析。首先将振动台试验模型进行了简化，简化模型仅考虑了主要的三重抗侧力结构体系，略去了支撑在巨型框架上的楼面钢柱和钢梁，将振动台试验的简化模型分析结果与试验结果作了对比分析。在此基础上进一步对原型结构进行了弹塑性时程分析，得到了结构在7度多遇、基本和罕遇以及8度罕遇地震作用下结构的动力特性和动力反应，分析结果检验了结构满足抗震设防目标的要求。
利用巨型斜撑和带状桁架弦杆的关键节点的试验和计算研究结果，检验了关键节点能够满足抗震设防目标的要求。试件分纯钢骨和钢骨钢筋混凝土二类节点，试验采用静力反复加载，并利用有限元软件ANSYS对试件进行了7度多遇、基本和罕遇地震作用下的静力分析和屈曲分析。
利用大型通用有限元软件ANSYS子模型技术，建立了56～61层的局部模型，对低筒向中筒转换进行厚板转换的57～60层进行了精细有限元分析，分析了转换厚楼板和核心筒壁的应力和位移分布特征，检验了结构转换楼层能够满足抗震设防目标的要求。
试验与理论分析起到了验证与相互补充的作用。综合研究表明：上海环球金融中心结构能够满足不同地震水准作用下的抗震性能目标。
The theory of performance-based seismic design (PBSD) was proposed by American and Japanese researchers in the early 1990's, which is a milestone in the modern seismic design procedures. The objective of performance-based seismic design is to control structural damage, economic loss and casualties under designable extent, moreover, to maintain the buildings functional after earthquake.
The height of 101-storey Shanghai World Financial Center Tower (SHWFC) is 492m above ground making it possible the tallest building in the world when completed, and its aspect ratio of height to width is 8.49. According to Technical specifications for concrete structures of tall building (JGJ3-2002), the height of the building clearly exceeds the stipulated maximum height of 190m for a composite frame/reinforced concrete core building. The aspect ratio also exceeds the stipulated limit of 7 for a basic seismic intensity of 7. Three parallel structural systems being composed of mega-structure, the reinforced concrete and braced steel services core and the outrigger trusses, are employed to resist lateral loads. The reinforced concrete consisting of lower core, middle core and upper core are not continuous vertically. Instead of providing braced frames at the exterior curved surfaces of the building, single-diagonal system is adopted on the vertical faces in the mega-structure frame.
Considering the properties of site soil, the building functions and importance, the investment and profit, the seismic design objectives were firstly proposed. A series of experimental and analytical researches were carried on the SHWFC adopted the theory of performance-based seismic design to verify that the structural system meets the seismic design objectives. The main contests are as follows:
A scaled model was made and tested on shaking table. The test was carried out in four phases representing frequent, basic and seldom occurrences of design intensity 7, and seldom occurrence of design intensity 8, respectively. 2-D waves of El Centro, San Fernando and 1-D wave of Shanghai artificial accelerogram (SHW2) were selected. The time scale was 1/11.18. After different series of ground acceleration were inputted, the white noise was scanned to determine the natural frequencies and the damping ratios of the model structure. According to the similitude law, dynamic characteristics and responses of the prototype structure were calculated. The
experimental results demonstrate that the structural system meets the seismic design objectives.
A finite element analysis was carded on SHWFC in the phases representing frequent, basic and seldom occurrences of design intensity 7 using the program of ANSYS. The analytical results were compared with the experimental ones to verify the accuracies. Dynamic characteristics, responses of the prototype structure and stress contour of R.C. core were obtained. The finite element analytical results demonstrate that the structural system meets the seismic design objectives.
A nonlinear time history analysis was carried on the simplified structural system using TBNLDA, which was developed by State Key Laboratory for Disaster Reduction in Civil Engineering at Tongji University. The simplified model was composed of three parallel lateral resistant structural system and perimeter steel columns and beams were omitted. The analytical results were compared with ones from shaking table test. The prototype structure was analyzed to study its dynamic characteristics and responses under the different earthquakes of frequent, basic, seldom occurrences of design intensity 7 and seldom occurrences of design intensity 8. The nonlinear time history analytical results demonstrate that the structural system meets the seismic design objectives.
The analytical and experimental results were adopted to Verify that the key joints at the connection of mega-column, mega diagonals and belt truss meet the seismic design objectives. Steel specimens and concrete specimens with steel embedded were tested by adopting cyclic reverse loads. Finite element software ANSYS was used to analyze the static stress and yielding distribution.
A refined finite element analysis was made on transfer stories from floor 56 to floor 61 using sub-model functions of ANSYS. The characteristics of stress and displacement contours for transfer slabs and R. C. core were analyzed. The results show that the responses of transfer stories meet the seismic design objectives.
Experimental and analytical studies verify and complement each other, and overall results demonstrate that SHWFC meets the seismic design objectives under different earthquake levels.
建设中的上海环球金融中心大厦101层，结构高度492m，高宽比8.49，拟建成为世界上结构主体最高的建筑物。根据我国《高层建筑混凝土结构技术规程》(JGJ3-2002)，该建筑总高超过了型钢混凝土框架—钢筋混凝土筒体最大高度190m的限值，高宽比超过了设防烈度7度地区为7的限值。大厦采用了三重结构体系抵抗水平荷载，它们由巨型框架、钢筋混凝土核心筒及构成核心筒和巨型型钢混凝土柱之间相互作用的伸臂桁架组成。核心简竖向不连续，由低筒、中筒和上部筒三部分组成。位于结构平面角部的巨型柱B在42层以上开始分叉形成倾斜曲面，巨型斜撑只设置在垂直立面上，且采用单向支撑。
本文以该大厦的结构体系为研究对象，采用基于性能的抗震设计思想，在综合考虑场地特征、结构功能与重要性、投资与效益等因素的前提下，提出了抗震性能目标，并通过以下的理论和试验研究检验了大厦的结构体系是否满足性能目标的要求：
首先进行了1：50比例的微粒混凝土整体模型的地震模拟振动台试验，分别按照7度多遇、基本、罕遇和8度罕遇的顺序分四个阶段由台面依次输入El Centro波、San Fernando波和SHW2波。地震波持续时间按相似关系压缩为原地震波的1／11.18，输入方向分为双向或单向水平输入。在不同水准地震波输入前后，均对模型进行白噪声扫频，以测量结构的自振频率、振型和阻尼比等动力特征参数。根据动力相似原理计算出原型结构动力特性和动力反应，整体结构振动台试验研究表明：结构满足抗震性能目标的要求。
利用大型通用有限元软件ANSYS进行了整体结构在7度多遇、基本和罕遇地震作用下的数值计算分析，并将理论值和试验数据进行了对比，验证了分析的可靠性。分析得到了各水准地震作用下结构的动力特性、结构的位移反应和核心筒壁的应力分布，计算结果表明结构能够满足抗震设防目标的要求。
利用同济大学结构工程与防灾研究所开发的高层结构弹塑性时程软件TBNLDA，进行了该大厦简化计算模型的弹塑性时程分析。首先将振动台试验模型进行了简化，简化模型仅考虑了主要的三重抗侧力结构体系，略去了支撑在巨型框架上的楼面钢柱和钢梁，将振动台试验的简化模型分析结果与试验结果作了对比分析。在此基础上进一步对原型结构进行了弹塑性时程分析，得到了结构在7度多遇、基本和罕遇以及8度罕遇地震作用下结构的动力特性和动力反应，分析结果检验了结构满足抗震设防目标的要求。
利用巨型斜撑和带状桁架弦杆的关键节点的试验和计算研究结果，检验了关键节点能够满足抗震设防目标的要求。试件分纯钢骨和钢骨钢筋混凝土二类节点，试验采用静力反复加载，并利用有限元软件ANSYS对试件进行了7度多遇、基本和罕遇地震作用下的静力分析和屈曲分析。
利用大型通用有限元软件ANSYS子模型技术，建立了56～61层的局部模型，对低筒向中筒转换进行厚板转换的57～60层进行了精细有限元分析，分析了转换厚楼板和核心筒壁的应力和位移分布特征，检验了结构转换楼层能够满足抗震设防目标的要求。
试验与理论分析起到了验证与相互补充的作用。综合研究表明：上海环球金融中心结构能够满足不同地震水准作用下的抗震性能目标。
The theory of performance-based seismic design (PBSD) was proposed by American and Japanese researchers in the early 1990's, which is a milestone in the modern seismic design procedures. The objective of performance-based seismic design is to control structural damage, economic loss and casualties under designable extent, moreover, to maintain the buildings functional after earthquake.
The height of 101-storey Shanghai World Financial Center Tower (SHWFC) is 492m above ground making it possible the tallest building in the world when completed, and its aspect ratio of height to width is 8.49. According to Technical specifications for concrete structures of tall building (JGJ3-2002), the height of the building clearly exceeds the stipulated maximum height of 190m for a composite frame/reinforced concrete core building. The aspect ratio also exceeds the stipulated limit of 7 for a basic seismic intensity of 7. Three parallel structural systems being composed of mega-structure, the reinforced concrete and braced steel services core and the outrigger trusses, are employed to resist lateral loads. The reinforced concrete consisting of lower core, middle core and upper core are not continuous vertically. Instead of providing braced frames at the exterior curved surfaces of the building, single-diagonal system is adopted on the vertical faces in the mega-structure frame.
Considering the properties of site soil, the building functions and importance, the investment and profit, the seismic design objectives were firstly proposed. A series of experimental and analytical researches were carried on the SHWFC adopted the theory of performance-based seismic design to verify that the structural system meets the seismic design objectives. The main contests are as follows:
A scaled model was made and tested on shaking table. The test was carried out in four phases representing frequent, basic and seldom occurrences of design intensity 7, and seldom occurrence of design intensity 8, respectively. 2-D waves of El Centro, San Fernando and 1-D wave of Shanghai artificial accelerogram (SHW2) were selected. The time scale was 1/11.18. After different series of ground acceleration were inputted, the white noise was scanned to determine the natural frequencies and the damping ratios of the model structure. According to the similitude law, dynamic characteristics and responses of the prototype structure were calculated. The
experimental results demonstrate that the structural system meets the seismic design objectives.
A finite element analysis was carded on SHWFC in the phases representing frequent, basic and seldom occurrences of design intensity 7 using the program of ANSYS. The analytical results were compared with the experimental ones to verify the accuracies. Dynamic characteristics, responses of the prototype structure and stress contour of R.C. core were obtained. The finite element analytical results demonstrate that the structural system meets the seismic design objectives.
A nonlinear time history analysis was carried on the simplified structural system using TBNLDA, which was developed by State Key Laboratory for Disaster Reduction in Civil Engineering at Tongji University. The simplified model was composed of three parallel lateral resistant structural system and perimeter steel columns and beams were omitted. The analytical results were compared with ones from shaking table test. The prototype structure was analyzed to study its dynamic characteristics and responses under the different earthquakes of frequent, basic, seldom occurrences of design intensity 7 and seldom occurrences of design intensity 8. The nonlinear time history analytical results demonstrate that the structural system meets the seismic design objectives.
The analytical and experimental results were adopted to Verify that the key joints at the connection of mega-column, mega diagonals and belt truss meet the seismic design objectives. Steel specimens and concrete specimens with steel embedded were tested by adopting cyclic reverse loads. Finite element software ANSYS was used to analyze the static stress and yielding distribution.
A refined finite element analysis was made on transfer stories from floor 56 to floor 61 using sub-model functions of ANSYS. The characteristics of stress and displacement contours for transfer slabs and R. C. core were analyzed. The results show that the responses of transfer stories meet the seismic design objectives.
Experimental and analytical studies verify and complement each other, and overall results demonstrate that SHWFC meets the seismic design objectives under different earthquake levels.
引文
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