厦门东方时代广场结构分析与设计
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摘要
多塔带转换层结构因易于满足上部布置小空间、下部布置大空间的建筑使用功能的要求而得到越来越广泛的应用，但目前国内外对这种复杂高层建筑结构的设计还缺乏经验，现行规范的相关规定多是笼统和原则性的，可操作性较差。本文结合厦门东方时代广场的结构分析与设计，对此类结构的动力特性、计算方法、抗震概念设计等问题进行分析，给出该工程结构设计中若干关键技术问题的处理措施，总结出该类结构设计中的规律性特点和值得注意的问题及处理建议，为该类结构的设计提供借鉴。
针对厦门东方时代广场具有转换层、多塔楼、连体等的特点，在全面系统地对国内外有关复杂高层建筑结构特别是多塔楼带转换层复杂高层结构的设计、研究现状和工程应用情况进行综述的基础上，本文采用两种通用分析程序进行结构分析与对比，并针对其动力反应特点提出了结构构件的抗震加强措施、结构设计要点及若干技术措施。分析结果除直接指导该工程结构设计外，对多塔楼大底盘带转换层复杂高层建筑结构的设计得到以下可供其他设计参考的主要结论：
①大底盘多塔楼带转换层结构转换层附近由于质量、刚度的变化，地震内力明显增大且容易形成薄弱层。转换层的设计除应控制层剪切刚度比外，还应控制转换层上部与下部结构的等效侧向刚度比以避免薄弱层出现在框支层，保证地震作用下落地剪力墙和框支柱不先于转换层上部结构进入屈服状态；
②大底盘多塔楼结构的分析必须考虑平扭耦联振动和楼板平面内振动的影响。除底盘刚度相对于上部刚度很大的结构，一般情况下，不能简单地将其简化为单塔楼结构进行计算；有条件时应进行大底盘多塔楼结构的弹塑性时程分析；
③多塔楼高层建筑结构布置不规则时宜采用时程分析法进行补充计算。采用振型分解反应谱法计算结构内力时应根据振型参与系数选择振型避免漏选；
④大底盘多塔楼结构连接各塔楼的裙房屋面刚度应做得大些，以保证底部裙房与上部塔楼共同振动，但也不能过刚；
⑤大底盘多塔楼结构底盘承载力的加强将使底盘层剪力增大、层间变形减小，但易于满足延性要求，在一定程度上可避免底盘成为薄弱层。但底部加强会导致薄弱层的上移，因此采取提高底盘承载力的措施的效果是有限度的，承载力系数γs宜取为2.0～3.0之间。
Multi-towers structure with transfer story, which is liable to satisfy the architectural function that small space should lay at the top of the building while big space on the bottom, have been applied widely, but methods and experiences about structural design of such complex tall building are absent at present and the relative regulations in the code are not definite and not liable to operate. In this paper, taking the structural design of complex tall building-Oriental Times Plaza in Xiamen as an example, the dynamic characteristics and analysis method as well as the seismic concept design of complex tall buildings are investigated, then, the rules, problems and corresponding solutions worth to pay attention to are summarized.
Corresponding to the characteristics of Oriental Times Plaza in Xiamen which contains transfer story and three towers conjoined together, based on the systematic analysis of the design methods, research productions and practical applications of complex tall building especially with muti-tower and transfer story, the structure are analyzed using two current programs and the results from two program are compared, meanwhile, the constructional enforcement measures and main solutions of some key problems are proposed according to the dynamic response features of the structure. The main analysis conclusions which can directly apply in the design and be consulted by other projects are as following:
(1) Earthquake action effects increase so seriously as to generate weak story, because of the change of mass and rigidity near the transfer story in structures with large base, multi towers and transfer story. The ratio of story shear rigidity as well as the equivalent lateral rigidity ratio of story above the transfer story to the story under the transfer story should be designed properly to avoid the transfer story becoming weak story, thus the shear walls and the columns in the large base will not yield before the elements above the transfer story;
(2) The translation-torsion coupled effects and the vibration in the plane should be considered in analysis of structure with large base and muti-towers. Generally, the analysis model of structure should not be simplified into structure with only one tower unless the rigidity of large base are more than the one of the tower and it is necessary to make the elastic-plastic time history analysis;
(3) It is necessary to make supplementary time history analysis of tall building with muti-towers when the layout of the structure is asymmetry. The number of modes should be
selected according to the participant coefficient of mode when calculating the internal force by the response spectrum method;
(4) The roof plate of large base which connect the towers together should be thick enough but not exceeding the proper scope that the towers and the large base can vibrate together,
(5) In structures with large base and muti-towers, with increasing of the capacity of the large base, the inter-story shear force will increase while the inter-story displacement will decrease as to fulfill the ductility request to avoid the large base becoming weak story, but meanwhile, the upper story will turn into weak story, thus the coefficient r s should be within 2.0~3.0.
针对厦门东方时代广场具有转换层、多塔楼、连体等的特点，在全面系统地对国内外有关复杂高层建筑结构特别是多塔楼带转换层复杂高层结构的设计、研究现状和工程应用情况进行综述的基础上，本文采用两种通用分析程序进行结构分析与对比，并针对其动力反应特点提出了结构构件的抗震加强措施、结构设计要点及若干技术措施。分析结果除直接指导该工程结构设计外，对多塔楼大底盘带转换层复杂高层建筑结构的设计得到以下可供其他设计参考的主要结论：
①大底盘多塔楼带转换层结构转换层附近由于质量、刚度的变化，地震内力明显增大且容易形成薄弱层。转换层的设计除应控制层剪切刚度比外，还应控制转换层上部与下部结构的等效侧向刚度比以避免薄弱层出现在框支层，保证地震作用下落地剪力墙和框支柱不先于转换层上部结构进入屈服状态；
②大底盘多塔楼结构的分析必须考虑平扭耦联振动和楼板平面内振动的影响。除底盘刚度相对于上部刚度很大的结构，一般情况下，不能简单地将其简化为单塔楼结构进行计算；有条件时应进行大底盘多塔楼结构的弹塑性时程分析；
③多塔楼高层建筑结构布置不规则时宜采用时程分析法进行补充计算。采用振型分解反应谱法计算结构内力时应根据振型参与系数选择振型避免漏选；
④大底盘多塔楼结构连接各塔楼的裙房屋面刚度应做得大些，以保证底部裙房与上部塔楼共同振动，但也不能过刚；
⑤大底盘多塔楼结构底盘承载力的加强将使底盘层剪力增大、层间变形减小，但易于满足延性要求，在一定程度上可避免底盘成为薄弱层。但底部加强会导致薄弱层的上移，因此采取提高底盘承载力的措施的效果是有限度的，承载力系数γs宜取为2.0～3.0之间。
Multi-towers structure with transfer story, which is liable to satisfy the architectural function that small space should lay at the top of the building while big space on the bottom, have been applied widely, but methods and experiences about structural design of such complex tall building are absent at present and the relative regulations in the code are not definite and not liable to operate. In this paper, taking the structural design of complex tall building-Oriental Times Plaza in Xiamen as an example, the dynamic characteristics and analysis method as well as the seismic concept design of complex tall buildings are investigated, then, the rules, problems and corresponding solutions worth to pay attention to are summarized.
Corresponding to the characteristics of Oriental Times Plaza in Xiamen which contains transfer story and three towers conjoined together, based on the systematic analysis of the design methods, research productions and practical applications of complex tall building especially with muti-tower and transfer story, the structure are analyzed using two current programs and the results from two program are compared, meanwhile, the constructional enforcement measures and main solutions of some key problems are proposed according to the dynamic response features of the structure. The main analysis conclusions which can directly apply in the design and be consulted by other projects are as following:
(1) Earthquake action effects increase so seriously as to generate weak story, because of the change of mass and rigidity near the transfer story in structures with large base, multi towers and transfer story. The ratio of story shear rigidity as well as the equivalent lateral rigidity ratio of story above the transfer story to the story under the transfer story should be designed properly to avoid the transfer story becoming weak story, thus the shear walls and the columns in the large base will not yield before the elements above the transfer story;
(2) The translation-torsion coupled effects and the vibration in the plane should be considered in analysis of structure with large base and muti-towers. Generally, the analysis model of structure should not be simplified into structure with only one tower unless the rigidity of large base are more than the one of the tower and it is necessary to make the elastic-plastic time history analysis;
(3) It is necessary to make supplementary time history analysis of tall building with muti-towers when the layout of the structure is asymmetry. The number of modes should be
selected according to the participant coefficient of mode when calculating the internal force by the response spectrum method;
(4) The roof plate of large base which connect the towers together should be thick enough but not exceeding the proper scope that the towers and the large base can vibrate together,
(5) In structures with large base and muti-towers, with increasing of the capacity of the large base, the inter-story shear force will increase while the inter-story displacement will decrease as to fulfill the ductility request to avoid the large base becoming weak story, but meanwhile, the upper story will turn into weak story, thus the coefficient r s should be within 2.0~3.0.
引文
[1] 高层建筑混凝土结构技术规程(JGJ 3-2002)．中国建筑工业出版社．2002
[2] 建筑抗震设计规范(GB50011-2001)．中国建筑工业出版社．2001
[3] 杨学林，益德清．多塔楼高层结构振动特性与抗震设计．工程力学．2001(4)
[4] 娄志方．关于商住楼梁式结构转换层设计中的问题．福建建设科技．1996(2)
[5] 姚亚雄，黄缨．高层建筑箱形转换层结构分析与设计．福建建设科技．1998(4)
[6] 方鄂华，韦宇宁．大底盘多塔楼结构地震反应．建筑结构学报．1995(6)
[7] 吴耀辉，娄宇，李爱群，卞朝东．大底盘多塔楼结构抗震分析研究进展．建筑结构．2000(9)
[8] 娄宇，王庆红．陈义明．大底盘上双塔和连体高层建筑的振动分析．建筑结构．1999(4)
[9] 蓝彩霞．浅谈大底盘多塔楼结构的电算分析．广东土木与建筑．2002(7)
[10] 唐兴荣．高层建筑转换层结构设计与施工．中国建筑工业出版社 2003
[11] 王森，魏琏．不同高位转换层对高层建筑动力特性和地震作用影响的研究．建筑结构．2002(8)
[12] 娄宇，丁大钧，魏琏．梁式转换层有限元分析模型的选取．工程力学．1997(2)
[13] 张风岭，周德源．影响框支剪力墙结构抗震性能的主要因素．住宅科技．1998(10)
[14] 娄宇，魏琏，丁大钧．梁式转换层设计中的一些问题探讨．四川建筑科学研究．1996(1)
[15] 朱筱俊，张家华，吕志涛．关于转换层结构时程分析的计算建议．东南大学学报．1997(1)
[16] 韦鹏生．刚度突变对结构转换层配筋影响的研究．华侨大学学报．1999(10)
[17] 王平山，干钢，孙炳楠，唐锦春．高层建筑厚板转换层内力分布研究．浙江大学学报．Vol．32(5) 1998
[18] 葛天英．高层建筑梁式转换层设计与工程实例．低温建筑技术．1998(4)
[19] 吴绮芸，王玉朋，李玉英，应高飞，黄晓军．框支正交主次梁转换层受力性能．建筑科学．1999(5)
[20] 钢骨混凝土结构设计规程(YB9082-97)．中华人民共和国冶金工业部．1997
[21] 型钢混凝土组合结构设计规程(JGJ138-2001)．中国建筑工业出版社．2001
[22] 建筑结构荷载规范(GB50009-2001)．中国建筑工业出版社．2002
[23] Coull A and Lau W.H.O. Outrigger-Braced Structures Subjected to Equivalent Static Seismic Loading. Proc. 4th Int. Conf. on Tall Buildings. Hong Kong and Shanghai. Y. K. Cheung and P. K. K. lee (Eds.). Vol. 1. Hong Kong. pp395-401. 1988
[24] Xu Peifu, Hao Ruikun, Wu Lianzhong. Seismic resistant design of shear wall structure with large space ground floor. Proc. Of 3rd Inter Conf. On Tall Buildings. Hong Kong and Guang zhou. 1984
[25] B. Stafford Smith and Irawan. Salim. Parameter study of Outrigger Braced Tail Building Structures. Journal of the structural division. June 1981
[26] T. Y. Lin, Sideny. D, Stotesbury Struete. Structural concepts and systems for Architects and Engineers. John wiley and sons. New York. 1981
[27] Wolfgang Schueller. High Rise Building Structures. Jhon wiley ang sons publishing. London. 1978
[28] F. X. Fan, X. R. Tang, B. J. Sun and Z. X. Guo. Optical Elastic Experimental Study on the transfer Truss Structure in Super-High-Rise building. Journal of Southeast University. Vol. 11. No. 1A. Oct. 1995
[29] Charles W., Pryor Richard, M. Barker, Daniel Frederick. Finite Element Bending Analysis of Reissner Plates. ASCE. EM6. Dec. 1970
[30] Fintel. M. Staggered Transverse wall Beams for Multistory concrete Buildings. Journal of the American Concrete Institute Vol. 65. No.5.May. pp366-378. 1968
[31] Mee. A. L, Jordan. I. A. and Ward. M. A. Wall-Beam Frames Under Static Lateral Load. Journal of the Structural Division. ASCE. Vol.101. No. ST2.Feb.. pp377-395. 1975
[32] K. N. V. Prasada Rao and K. Seetharamulu. Staggered Shear Panels in Tall Buildings. ASCE. Journal of Structural Engineering. 109(5): 1174-1193. 1983
[2] 建筑抗震设计规范(GB50011-2001)．中国建筑工业出版社．2001
[3] 杨学林，益德清．多塔楼高层结构振动特性与抗震设计．工程力学．2001(4)
[4] 娄志方．关于商住楼梁式结构转换层设计中的问题．福建建设科技．1996(2)
[5] 姚亚雄，黄缨．高层建筑箱形转换层结构分析与设计．福建建设科技．1998(4)
[6] 方鄂华，韦宇宁．大底盘多塔楼结构地震反应．建筑结构学报．1995(6)
[7] 吴耀辉，娄宇，李爱群，卞朝东．大底盘多塔楼结构抗震分析研究进展．建筑结构．2000(9)
[8] 娄宇，王庆红．陈义明．大底盘上双塔和连体高层建筑的振动分析．建筑结构．1999(4)
[9] 蓝彩霞．浅谈大底盘多塔楼结构的电算分析．广东土木与建筑．2002(7)
[10] 唐兴荣．高层建筑转换层结构设计与施工．中国建筑工业出版社 2003
[11] 王森，魏琏．不同高位转换层对高层建筑动力特性和地震作用影响的研究．建筑结构．2002(8)
[12] 娄宇，丁大钧，魏琏．梁式转换层有限元分析模型的选取．工程力学．1997(2)
[13] 张风岭，周德源．影响框支剪力墙结构抗震性能的主要因素．住宅科技．1998(10)
[14] 娄宇，魏琏，丁大钧．梁式转换层设计中的一些问题探讨．四川建筑科学研究．1996(1)
[15] 朱筱俊，张家华，吕志涛．关于转换层结构时程分析的计算建议．东南大学学报．1997(1)
[16] 韦鹏生．刚度突变对结构转换层配筋影响的研究．华侨大学学报．1999(10)
[17] 王平山，干钢，孙炳楠，唐锦春．高层建筑厚板转换层内力分布研究．浙江大学学报．Vol．32(5) 1998
[18] 葛天英．高层建筑梁式转换层设计与工程实例．低温建筑技术．1998(4)
[19] 吴绮芸，王玉朋，李玉英，应高飞，黄晓军．框支正交主次梁转换层受力性能．建筑科学．1999(5)
[20] 钢骨混凝土结构设计规程(YB9082-97)．中华人民共和国冶金工业部．1997
[21] 型钢混凝土组合结构设计规程(JGJ138-2001)．中国建筑工业出版社．2001
[22] 建筑结构荷载规范(GB50009-2001)．中国建筑工业出版社．2002
[23] Coull A and Lau W.H.O. Outrigger-Braced Structures Subjected to Equivalent Static Seismic Loading. Proc. 4th Int. Conf. on Tall Buildings. Hong Kong and Shanghai. Y. K. Cheung and P. K. K. lee (Eds.). Vol. 1. Hong Kong. pp395-401. 1988
[24] Xu Peifu, Hao Ruikun, Wu Lianzhong. Seismic resistant design of shear wall structure with large space ground floor. Proc. Of 3rd Inter Conf. On Tall Buildings. Hong Kong and Guang zhou. 1984
[25] B. Stafford Smith and Irawan. Salim. Parameter study of Outrigger Braced Tail Building Structures. Journal of the structural division. June 1981
[26] T. Y. Lin, Sideny. D, Stotesbury Struete. Structural concepts and systems for Architects and Engineers. John wiley and sons. New York. 1981
[27] Wolfgang Schueller. High Rise Building Structures. Jhon wiley ang sons publishing. London. 1978
[28] F. X. Fan, X. R. Tang, B. J. Sun and Z. X. Guo. Optical Elastic Experimental Study on the transfer Truss Structure in Super-High-Rise building. Journal of Southeast University. Vol. 11. No. 1A. Oct. 1995
[29] Charles W., Pryor Richard, M. Barker, Daniel Frederick. Finite Element Bending Analysis of Reissner Plates. ASCE. EM6. Dec. 1970
[30] Fintel. M. Staggered Transverse wall Beams for Multistory concrete Buildings. Journal of the American Concrete Institute Vol. 65. No.5.May. pp366-378. 1968
[31] Mee. A. L, Jordan. I. A. and Ward. M. A. Wall-Beam Frames Under Static Lateral Load. Journal of the Structural Division. ASCE. Vol.101. No. ST2.Feb.. pp377-395. 1975
[32] K. N. V. Prasada Rao and K. Seetharamulu. Staggered Shear Panels in Tall Buildings. ASCE. Journal of Structural Engineering. 109(5): 1174-1193. 1983
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