大连某超高层框架-核心筒-伸臂结构整体设计

大连某超高层建筑塔楼大屋面高249.4m,建筑顶高度为267.6m,采用框架-核心筒-伸臂结构,外框柱为钢管混凝土柱。通过分析该结构的基础设计、体系特点、抗震性能化设计原则、整体弹性计算结果、罕遇地震作用下的动力弹塑性分析,着重阐述了设计中的关键问题:桩筏基础的设计要点,内埋型钢的混凝土核心筒加强原则、加强层的设计以及矩形钢管混凝土外框柱设计。     

超高层框架核心筒结构混凝土长期收缩徐变效应分析

以一栋高度为300 m的超高层框架-核心筒结构为例,对外框柱分别采用钢筋混凝土柱、型钢混凝土柱和钢管混凝土柱以及钢管混凝土柱,在不同轴压比的状态下考虑施工找平和混凝土长期收缩徐变的影响,计算外框柱与核心筒之间的竖向变形差。结果表明:一般情况下,外框柱与核心筒剪力墙在重力荷载作用下的轴压比相差不大,两者的弹性压缩变形差不大;由于钢筋、型钢和钢管对混凝土收缩徐变的限制作用,外框柱的长期收缩徐变变形发展慢于核心筒剪力墙,有利于缓和外框柱与核心筒之间的竖向压缩变形差;若外框柱为钢管混凝土柱,且外框柱轴压比明显大于核心筒剪力墙时,两者的弹性压缩变形差较大,外框柱的收缩徐变变形发展亦大于核心筒剪力墙。超高层框架核心筒结构应采用合理考虑钢筋、型钢和钢管对混凝土收缩徐变的限制作用的模型进行分析,以合理评估混凝土长期收缩徐变效应对外框柱与核心筒之间的竖向变形差的影响。     

普利中心结构设计和分析

普利中心主塔楼为总高度300 m的超限高层,采用钢管混凝土柱框架+型钢混凝土核心筒+环带桁架+等效伸臂的混合结构体系。介绍该工程地基基础的设计、结构体系的特点、抗震性能化设计原则和方法、整体弹性计算结果以及罕遇地震作用下的动力弹塑性分析结果。着重阐述设计中的一些关键问题,包括核心筒的剪力墙、外围钢管混凝土钢框架、仅设置环带桁架的加强层、全楼层角部全刚接钢框梁形成的等效伸臂等。     

沈阳华强金廊城市广场1号楼结构设计北大核心CSCD

沈阳华强金廊城市广场1号楼结构高度300m,采用混合结构框架-核心筒体系,外框为钢管混凝土柱与钢梁,核心筒为钢筋混凝土剪力墙。结合建筑外形呈纺锤形及平面为圆形的特点,结构设计在外框设置三道环形桁架及在底部加强区剪力墙内置钢管,较好地解决了超高层结构侧向刚度及剪力墙的延性问题。通过对结构进行的弹性、弹塑性分析、关键节点及混凝土徐变等专项分析并采取相应的加强措施,使结构满足抗震性能目标要求。     

华敏帝豪大厦结构设计

华敏帝豪大厦采用了带加强层的框架-核心筒混合结构体系,外围框架柱分别采用了矩形钢管混凝土柱和型钢混凝土柱。系统地介绍了该工程结构体系的特点、抗震性能化设计原则和方法、整体弹性计算结果、罕遇地震作用下的静力弹塑性分析结果以及地基基础的设计。着重阐述了设计中的一些关键问题,包括带暗支撑及型钢的核心筒剪力墙、外围钢管混凝土和型钢混凝土框架、钢管混凝土斜撑转换、加强桁架的设计。     

珠江新城J2-5地块框架-核心筒超高层结构的罕遇地震弹塑性时程分析

针对具有带加强层、核心筒采用矩形钢管混凝土端柱+钢骨暗支撑+混凝土剪力墙、连梁内埋设钢骨、外框采用圆钢管混凝土柱等特性的广州珠江新城J2-5地块框架-核心筒超高层结构,运用ABAQUS+Bepta程序,将梁、柱和剪力墙的弹塑性在材料的应力-应变层次上精确模拟,采用显式积分的方法,对该结构进行了罕遇地震作用下的弹塑性时程分析,以研究该类结构体系的抗震性能.结果表明,基于塑性区模型的弹塑性时程分析是保证结构大震不倒的比较有效和可靠的方法,计算的实例工程采用的框架核心筒形式具有较高的抗震承载力和延性.     

常州润华环球中心主塔楼结构设计

常州润华环球中心主塔楼为总高度300m的超限高层,采用了带加强层的钢管混凝土框架-钢筋混凝土核心筒混合结构体系。介绍了该工程结构体系的特点、抗震性能化设计原则和方法、整体弹性计算结果、罕遇地震作用下的动力弹塑性分析结果以及地基基础的设计。着重阐述了设计中的一些关键问题,包括核心筒的剪力墙、外围钢管混凝土框架、仅设置环带桁架的加强层设计。     

Y型平面高层塔楼结构设计

广州某高层建筑项目为一栋办公及商业类建筑的复杂高层。介绍其塔楼的结构设计,该塔楼结构高度为282.90 m。考虑施工可行性及装配率要求,结构采用钢管混凝土柱框架(钢管混凝土柱+钢梁)-核心筒的结构体系。为了配合建筑功能要求,外框柱中低区采用圆钢管柱,高区采用矩形钢管柱,核心筒低区采用钢管混凝土剪力墙,高区采用钢筋混凝土剪力墙。塔楼平面为Y形平面且面积较大(长边约110 m、短边约100 m),通过对中心区域的结构刚度加强,使3个翼部协调工作,增加了结构抗侧与抗扭刚度。由于局部构件的转换,在46层、47层设置不连续的转换桁架。对结构进行大震性能化分析,使结构构件满足大震性能目标的要求。     

沈阳华强金廊城市广场1号楼结构设计

沈阳华强金廊城市广场1号楼结构高度300m,采用混合结构框架-核心筒体系,外框为钢管混凝土柱与钢梁,核心筒为钢筋混凝土剪力墙。结合建筑外形呈纺锤形及平面为圆形的特点,结构设计在外框设置三道环形桁架及在底部加强区剪力墙内置钢管,较好地解决了超高层结构侧向刚度及剪力墙的延性问题。通过对结构进行的弹性、弹塑性分析、关键节点及混凝土徐变等专项分析并采取相应的加强措施,使结构满足抗震性能目标要求。     

昆明江东和谐广场超高层建筑结构抗震设计

昆明江东和谐广场项目B,D座超高层建筑为两栋平面基本对称的双子塔,采用带加强层的框架-核心筒混合结构体系,外围框架柱采用矩形钢管混凝土柱。介绍了该工程结构选型、抗震性能目标、各阶段抗震设计分析方法以及结构构件设计,重点阐述了核心筒剪力墙、外围框架和加强层的设计等关键问题处理和超限应对措施,并对高烈度区超高层建筑抗震设计进行深入探讨。     

钢框架-混凝土核心筒结构框架地震设计剪力标准值研究

为研究双重体系钢框架-混凝土核心筒结构的框架设计地震剪力标准值,对20个钢框架-混凝土核心筒结构模型进行了静力弹塑性分析。从承载力、结构失效模式和框架破损程度三个方面评价20个计算模型的抗震能力。根据推覆分析结果,提出了如下设计建议:8度抗震设防时钢框架-混凝土核心筒结构的刚度特征值λ大于0.65,各层框架的设计地震剪力标准值不小于本层总剪力的18%和不小于框架-核心筒结构计算得到的地震剪力的1.2倍(加强层和顶层的剪力可不小于框架-核心筒结构计算得到的地震剪力),框架角柱轴压比不大于0.5。算例表明,符合建议的钢框架-混凝土核心筒结构,在地震作用时不会出现不合理的破坏形态。     

武汉世界贸易大厦结构设计

武汉世界贸易大厦地上 58层 ,地下 2层 ,采用C60高强混凝土。基于弹性地基假定 ,用有限元法分析了桩筏基础。利用内外筒支座条件和截面高度随内力变化的方法设计预应力折线板楼盖。在五十四层平面内收 ,选用人字形斜柱转换承托顶部 5层荷载。三道防线后浇带设计 ,保证后浇带防水质量并充分发挥应有的结构作用。主塔空间钢架设计和弹塑性地震反应分析保证建筑风格的实现 ,并满足抗震设防要求 ,使结构设计达到安全可靠、技术先进、经济合理的要求。     

Mechanical performances of concrete-filled steel tubular stub columns with round ends under axial loading

An experimental study of 22 concrete-filled round-ended steel tubular (CFRT) stub columns under axial compression is conducted compared with 4 circular concrete-filled steel tubular (CFT) stub columns. The influences of width–thickness ratio, concrete strength, steel yield strength and wall-thickness of steel tube on the ultimate bearing capacity of the CFRT columns are discussed. The 3D finite element (FE) model is also developed to analyze the behavior of the CFRT columns under axial compression. From the results, local buckling of the round-ended steel tube associated with shear failure of in-filled concrete could be observed. With the increasing width–thickness ratio, the corresponding load–strain curves have a shorter elastic–plastic stage. The parametric studies indicate that the concrete strength, tube thickness and width–thickness ratio of the steel tube also have a great effect on the ultimate bearing capacity. The numerical results also show that the confinement effect of the stub columns decreases with the increasing width–thickness ratio. A practical calculation formula for the bearing capacity of the CFRT stub columns is proposed, which is well in agreement with the experimental results.     

Shaking table model test and numerical analysis of a supertall building with high‐level transfer storey

The seismic behaviour of a 53‐storey tower with the height of 250 m is investigated in this paper. This supertall building is composed of a reinforced core, two outrigger trusses (a strengthened storey at 20th ～ 21st floor and a high‐level transfer storey at 37th ～ 38th floor) and eight composite (steel‐encased concrete) mega‐columns below the high‐level transfer storey in the exterior perimeter of the building. Due to the discontinuity of the eight composite mega‐columns, they are replaced by 33 upper‐close columns at the 37th ～ 38th level. This paper describes tests performed on a 1/30 scaled model of the building to study its dynamic characteristics and to evaluate its earthquake resistant capacity. The model test results indicate that the prototype structure is able to withstand an earthquake of intensity 7 without severe damage. In addition, a 3D finite element analysis of model structure was carried out and the analytical results were compared with the experimental ones to gain a better understanding of the structural behaviour. Copyright © 2010 John Wiley & Sons, Ltd.     

天津现代城酒店塔楼及裙房抗震设计研究

天津现代城酒店塔楼建筑高度209m,建筑要求高度56m、平面长度65m的裙房结构和塔楼结构连为一体,中间不设置防震缝。酒店塔楼采用带加强层的钢筋混凝土框架-核心筒结构体系,为超B级高度超限高层。结构低区外框柱为型钢混凝土柱,核心筒低区采用了钢板混凝土组合剪力墙和带钢斜撑混凝土剪力墙。核心筒高宽比为20,因此为提高刚度设置两道加强层。中部设置伸臂桁架和环带桁架,建筑对与伸臂桁架相连的框架柱截面控制极严,因此伸臂桁架腹杆选用屈曲约束支撑;裙房部位为提高刚度,在不能设置剪力墙且抗侧支撑竖向不连续的情况下设置了屈曲约束支撑。高区设置环带桁架作为加强层,结构底部存在斜撑转换和搭接柱转换。系统介绍了该工程的结构体系特点、抗震性能化设计原则和方法、整体计算结果、罕遇地震作用下的弹塑性时程分析结果以及地基基础的设计。     

方钢管混凝土结构应用技术研究

方钢管混凝土结构相对于钢筋混凝土结构或钢结构都有着其明显的优点。通过对梁柱组合体试件作了反复荷载试验,验证了其受力可靠性;在浇筑试件的过程中,也对其施工过程作了模拟,最后提出了新型节点的设计建议,介绍了新型节点在实际应用中的施工上步骤。     

鄞州银行办公楼结构设计

鄞州银行办公大楼为地下1层、地上2 2层混凝土框架-剪力墙结构,总高度85 .5m。简要介绍该工程的结构选型及计算分析、地基基础设计、计算模型处理及构造处理,可供同类结构设计时参考。     

Seismic design of special moment‐resisting steel frame with prevention of soft‐storey mechanism failure

Most structures with masonry infills that are continuous along their height, which are interrupted in the lowest storey, are damaged by earthquakes. These structures are anticipated to collapse due to the undesirable soft‐storey mechanism formed by lateral stiffness of masonry infills in other storeys. The seismic design criteria of UBC97 code for special moment‐resisting steel frame (SMRSF) are reviewed. In this paper, a new criterion for seismic design of such structures is presented. The proposed criteria are used to design three SMRSFs: 5, 8 and 15 storeys. Nonlinear time‐history dynamic analyses are applied for the designed SMRSFs based on the proposed criteria. Displacements and storey drifts, which are obtained by the proposed method, are compared with nonlinear time‐history dynamic analysis results, finally. Copyright © 2011 John Wiley & Sons, Ltd.     

Estimation method of tall building structure system in architecture project design

Architecture project design is a key stage to tall building design because its structure form, structure system and main member dimension may be determined, and the possibility to influence construction cost may attain 70–80% in this stage. Based on building conditions in architecture project design, such as building function, storeys, height, length/width ratio, height/width ratio, floor height and the maximum wind pressure, seismic intensity and site type, one of the estimation methods for building structure behaviour under these combined action is presented. In this method, every storey in the building is taken as a macro‐element. The member in the building, such as beams, columns, walls and slabs, are included in the macro‐element. Considering the contribution of each member, the macro‐element stiffness is established for each storey. Then, the estimation analysis of the building structure is carried out following the finite element method. Comparing the analysis results, such as internal force and storey deformation with the usual analysis method, it is known that this estimation analysis method can be used to estimate the behaviour of the building structure system in architecture project design. It is also a useful tool to architects and structure engineers in estimating the applicability of the structure system. Copyright © 2009 John Wiley & Sons, Ltd.