偏心裙房高层建筑非规则结构的抗扭设计分析及实例
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摘要
现代高层建筑常因建筑功能及立面的要求而出现各类非规则结构形式。其中扭转不规则问题较为突出和常见。此类建筑的延性较差,地震时结构扭转破坏具有突发性,震害严重,因此设计中必须对结构的扭转效应进行控制。“高规”通过扭转周期比和扭转位移比双重控制指标对结构扭转效应进行控制。复杂非规则结构设计中如何采取措施以同时满足两个控制指标是每个结构设计者必须面临的问题,也是较难处理的问题,因此对其进行研究是十分必要的。
本文首先探讨了结构扭转的影响因素,对国内外关于扭转问题研究现状进行了综述,并阐述了我国现行规范对结构扭转控制的相关规定。随后以重庆某一偏心裙房高层建筑为例,对其进行抗扭设计,经过大量的方案计算比选,得到了合适的满足抗扭设计要求的结构方案,并在此基础上探讨了偏心裙房高层建筑抗扭控制方法。
通过以上分析研究得出的主要成果有:
①非规则高层建筑结构设计必须按照规范规定的扭转周期比和扭转位移比双重扭转指标进行控制。当不满足要求时,可采取措施调整结构布置,通过“均匀、分散、对称、周边”的布置原则重新布置剪力墙,使得结构平面的质心和刚心尽量接近。如果结构的平动刚度过大,而转动刚度不够的时候,就不仅要在结构周边增加剪力墙以增加结构的扭转刚度,同时也要减小结构平面中部的剪力墙数量以及厚度,以减小结构的平动刚度。
②对重庆某偏心裙房结构进行抗扭设计,给出了满足要求的抗扭结构设计方案。
③探讨了偏心裙房结构的抗扭控制设计。对于偏心裙房高层建筑结构应尽量调整上部塔楼刚心与质心接近,且应尽量与裙房刚心接近,即刚心应尽量在一竖直线上,而不是分别调整每层的刚心、质心接近。若裙房部分扭转位移比调整确有困难,且层间位移远小于规范限值(如为1/3～1/5)时,建议可适当放宽扭转位移比要求。具体放宽量值有待深入研究。
Modern high-rise buildings usually occurred with different irregular structure due to the special requirement of function and facade effect. Hereinto, the problem of irregular torsion is especially outstanding and common. The tensibility of these buildings is not very good, so the structural torsional destroy is usually outburst without premonition and lead to grave destroy once earthquake occurred, then we must control the torsional effect of structure during the course of design. JGJ3-2002 controls the structural torsional effect with torsional period ratio and torsional displacement ratio these two indexes. How to satisfy the two controls with certain measures during the structural design is inevitable to all structural designers and a hard problem to deal with, so it is quite necessary to implement the research.
This paper probes into the effect factors of structural torsion first, and then summarizes research status about torsional problems in and outside of China, as well as expounds the current relative regulations for structural torsion control. This paper takes one high-rise building with eccentric annexes of Chongqing for example to implement structural torsion design. After a series of comparison and election to several programs, this design gets an appropriate program meet the requirements of structural design and probes into torsion control to high-rise buildings with eccentric annexes based on the program.
With the analysis and research above, the main achievements of this paper are as follows:
①The design to high-rise buildings with irregular structure must be controlled with torsional period ratio and torsional displacement ratio these two indexes. The designer should adapt measures to adjust the structure arrangement when the two indexes are not satisfied by rearranging the shear walls according to the principle of equality, decentralization, symmetry and surrounding to make horizontal mass center and stiffness centre near. If the structure translational stiffness is too big while the rotational stiffness is not enough, we should not only add shear walls at the periphery of the structure to increase the structure torsional stiffness, but also reduce the amount and thickness of shear walls in the middle of the structure to decrease the translational stiffness.
②Implement torsional design for a building with eccentric annexes, and put
本文首先探讨了结构扭转的影响因素,对国内外关于扭转问题研究现状进行了综述,并阐述了我国现行规范对结构扭转控制的相关规定。随后以重庆某一偏心裙房高层建筑为例,对其进行抗扭设计,经过大量的方案计算比选,得到了合适的满足抗扭设计要求的结构方案,并在此基础上探讨了偏心裙房高层建筑抗扭控制方法。
通过以上分析研究得出的主要成果有:
①非规则高层建筑结构设计必须按照规范规定的扭转周期比和扭转位移比双重扭转指标进行控制。当不满足要求时,可采取措施调整结构布置,通过“均匀、分散、对称、周边”的布置原则重新布置剪力墙,使得结构平面的质心和刚心尽量接近。如果结构的平动刚度过大,而转动刚度不够的时候,就不仅要在结构周边增加剪力墙以增加结构的扭转刚度,同时也要减小结构平面中部的剪力墙数量以及厚度,以减小结构的平动刚度。
②对重庆某偏心裙房结构进行抗扭设计,给出了满足要求的抗扭结构设计方案。
③探讨了偏心裙房结构的抗扭控制设计。对于偏心裙房高层建筑结构应尽量调整上部塔楼刚心与质心接近,且应尽量与裙房刚心接近,即刚心应尽量在一竖直线上,而不是分别调整每层的刚心、质心接近。若裙房部分扭转位移比调整确有困难,且层间位移远小于规范限值(如为1/3～1/5)时,建议可适当放宽扭转位移比要求。具体放宽量值有待深入研究。
Modern high-rise buildings usually occurred with different irregular structure due to the special requirement of function and facade effect. Hereinto, the problem of irregular torsion is especially outstanding and common. The tensibility of these buildings is not very good, so the structural torsional destroy is usually outburst without premonition and lead to grave destroy once earthquake occurred, then we must control the torsional effect of structure during the course of design. JGJ3-2002 controls the structural torsional effect with torsional period ratio and torsional displacement ratio these two indexes. How to satisfy the two controls with certain measures during the structural design is inevitable to all structural designers and a hard problem to deal with, so it is quite necessary to implement the research.
This paper probes into the effect factors of structural torsion first, and then summarizes research status about torsional problems in and outside of China, as well as expounds the current relative regulations for structural torsion control. This paper takes one high-rise building with eccentric annexes of Chongqing for example to implement structural torsion design. After a series of comparison and election to several programs, this design gets an appropriate program meet the requirements of structural design and probes into torsion control to high-rise buildings with eccentric annexes based on the program.
With the analysis and research above, the main achievements of this paper are as follows:
①The design to high-rise buildings with irregular structure must be controlled with torsional period ratio and torsional displacement ratio these two indexes. The designer should adapt measures to adjust the structure arrangement when the two indexes are not satisfied by rearranging the shear walls according to the principle of equality, decentralization, symmetry and surrounding to make horizontal mass center and stiffness centre near. If the structure translational stiffness is too big while the rotational stiffness is not enough, we should not only add shear walls at the periphery of the structure to increase the structure torsional stiffness, but also reduce the amount and thickness of shear walls in the middle of the structure to decrease the translational stiffness.
②Implement torsional design for a building with eccentric annexes, and put
引文
[1] 梁立. 高层建筑扭转问题的研究,湖北工业大学硕士论文[D],2005
[2] 方鄂华. 钢筋混凝土高层建筑结构概念设计,机械出版社,2004
[3] 邓孝祥. 平面不规则高层结构的扭转分析与抗扭设计,广东土木与建筑,2006.1
[4] 建筑抗震设计规范(GB50011-2001).中国建筑工业出版社,2002
[5] 高层建筑混凝土结构技术规程(JGJ3～2002)中国建筑工业出版社,2002
[6] Ayre, R.S. 1938. Interconnection of translational and torsional vibrations in Buildings.Bulletin of the Seismological Society of America 28 (2, April):89-130.
[7] Rosenblueth, Housner. Responses of linear systems to certain transient Disturbances[A], 4thWorld Conference on Earthquake Engineering[C], 1969
[8] Newmark, N.M. Torsion in symmetrical Building[A], 4th World Conference on EarthquakeEngineering[C]. 1969
[9] TSo W.K.ang K.M Dempsey "Seismic Torsional Provision for Dynamic Eccentricity" J.ofEarthquake and Structure Engineer Vo18 pp275-289,1980
[10] K.M Dempsey and Tso W.K "A alternative path to Seismic Torsional Provisions"J of SoilDynamics and Earthquake Engineering, I980,Vol.1,No1 pp3-10
[11] W.K.TSO. Sadek AW. ‘Inelastic response of simple eccentric systems' Earthquake and StructuralDynamics 1985; 13(2);255-69
[12] C.M.Wang and W.K.TSO, ‘Estimation of Accidental torsion Effects for Seismic Design ofBuildings’Journal of Structural Engineering voll2l, 1995
[13] 魏琏,朱锦心,蒋自立. 多层建筑扭转弹塑性地震反应分析[J],土木工程学报,1980.1
[14] 乔天民. 杨桂通单层偏心结构的地展反应分析[J]太原工业人学学报,1984.4,4(4)59-73
[15] 杨鉴,魏琏. 高层建筑扭转耦联自由振动的计算[J], 建筑结构学报,1985.6,6(2):67-74
[16] 魏琏,杨鉴. 高层建筑扭转耦联振动时的地震力以及振型组合[J] 建筑结构,1986.1
[17] 魏琏. 水平地震作用下不对称建筑的抗展计算[J]建筑科学,1990.3
[18] 刘大海,杨翠如,钟锡根. 高层建筑抗震设计[M],中国建筑工业出版社,1993.5. 328-362
[19] T 选民,邹银生. 复杂高层建筑结构地展作用的计算[J].建筑结构学报,1998.2. 19(2) 60-66
[20] 徐培福,黄吉锋,韦承荃. 高层建筑结构在地震作用下的扭转振动效应[J],建筑科学, 16 (1). 2000.2. 1-6
[21] 下耀伟. 平面不规则结构非线性地震反应规律研究[A]重庆人学博士学位论文[C], 2003.6
[22] Chandler, A. M. and Hutchinson, G L. Evaluation of code torsional provisions by a time history approach [J]. Earthquake Engineering and Structural Dynamics 1987.Vol15 (4):491-516
[23] Chandler, A. M.; Correnza, J. C; and Hutchinson,G L. Effect of transverse load-resistingelements on inelastic earthquake response of eccentric-plan buildings[J]. Earthquake Engineering and Structural Dynamics 1994. V6123(1):75-99
[24] Erdickt Mustapha O. Torsional efects in dynamically excited structures[A]. 1975.Rice Ph. Ddissertation[C]. University, Houston, Texas.
[25] Chopra, Anil K. and Hejal, Reem. Lateral-torsional coupling in earthquake response of frame buildings[J]. Journal of Structural Engineering 1989.Vol 115 (4): 852-867.ASCE.
[26] Chopra, Anil K. and Kan, Christopher L. Simple model for earthquake responsestudies oftorsionally coupled buildings[J]. Journal of the Engineering Mechanics Division 1981. Vol 107 (5):935-951. ASCE.
[27] Chopra, Anil. K. and Kan, Christopher L. Torsional coupling and earthquakeresponse of simpleelastic and inelastic systems[J]. Journal of the Structural Division 1981. Vol 107(8):1569-1588. ASCE
[28] Bozorgnia, Y. and Tso, W. K. Inelastic earthquake response of asymmetric structures[J]. Journalofthe Structural Division 1986.Vol 112 (2): 83-400. ASCE.
[29] Sadek, A. W. and Tso, W. K. Inelastic seismic response of simple eccentric structures[J].Earthquake Engineering and Structural Dynamics 1985.Vo113 (2):255-269.
[30] Sadek, A. W and Tso, W. K. Strength eccentricity concept for inelastic analysis of asymmetricstructures(A). Proceedings of the Ninth World Conference on Earthquake [C] 1988.
[31] Chopra, Anil K. and Hejal, Reem. Earthquake response of torsionally coupled frame buildings[J].Journal of Structural Engineering 1989.Vol 115 (4): 834-851. ASCE
[32] Tso, W. K. and Ying, Hongshan. Additional seismic inelastic deformation caused by structuralasymmetry[J].Earthquake Engineering and Structural Dynamics 1990. Vol19 (2):243-258.
[33] Chandler, A. M. and Duan, X. N. Evaluation of factors influencing the inelastic seismicperformance of torsionally asymmetric buildings[J]. Earthquake Engineering and Structural Dynamics 1991.Vol20(1):87-95.
[34] Chopra, Anil K. and Goel, Rakesh K. Inelastic Seismic Response of One-Story, Asymmetric-Plan Systems[R]. Report No. UCB/EERC-90/14. Berkeley, California: University of California at Berkeley. 1990
[35] Chopra, Anil K. and Goel, Rakesh K. Inelastic seismic response of one-story,asymmetric-plan systems: efects of system parameters and yielding[J]. Earthquake Engineering and StructuralDvnamics 1991.Vol20 (2):201-222.
[36] Chandler, A. M. and Hutchinson.G.L.Torsional coupling effects m the earthquake response of asymmetric buildings[J]. Engineering Structures 1986. Vol8 (2):222-236.
[37] De Stefano, M.; Faella, G.; and Ramasco, R. Inelastic response and design criteria of plan-wise asymmetric systems[J]. Earthquake Engineering and Structural Dynamics 1993. Vol22(2):245-259.Engineering 5: 91-96. Tokyo-Kyoto, Japa
[38] Ayala, A. G.; Escobar, J. A.; and Garcia, O. Assessment of earthquake forces in low-rise structures from lateral and torsional coupling[A]. Proceedings of the Tenth Conference on Earthquake Engineering[C] 1992.Vo110: 5735-5740. Madrid, Spain.
[39] 肖峰,按新旧规范设计的非规则框架结构的抗震性能对比分析,重庆大学硕士论文[D],2003
[2] 方鄂华. 钢筋混凝土高层建筑结构概念设计,机械出版社,2004
[3] 邓孝祥. 平面不规则高层结构的扭转分析与抗扭设计,广东土木与建筑,2006.1
[4] 建筑抗震设计规范(GB50011-2001).中国建筑工业出版社,2002
[5] 高层建筑混凝土结构技术规程(JGJ3～2002)中国建筑工业出版社,2002
[6] Ayre, R.S. 1938. Interconnection of translational and torsional vibrations in Buildings.Bulletin of the Seismological Society of America 28 (2, April):89-130.
[7] Rosenblueth, Housner. Responses of linear systems to certain transient Disturbances[A], 4thWorld Conference on Earthquake Engineering[C], 1969
[8] Newmark, N.M. Torsion in symmetrical Building[A], 4th World Conference on EarthquakeEngineering[C]. 1969
[9] TSo W.K.ang K.M Dempsey "Seismic Torsional Provision for Dynamic Eccentricity" J.ofEarthquake and Structure Engineer Vo18 pp275-289,1980
[10] K.M Dempsey and Tso W.K "A alternative path to Seismic Torsional Provisions"J of SoilDynamics and Earthquake Engineering, I980,Vol.1,No1 pp3-10
[11] W.K.TSO. Sadek AW. ‘Inelastic response of simple eccentric systems' Earthquake and StructuralDynamics 1985; 13(2);255-69
[12] C.M.Wang and W.K.TSO, ‘Estimation of Accidental torsion Effects for Seismic Design ofBuildings’Journal of Structural Engineering voll2l, 1995
[13] 魏琏,朱锦心,蒋自立. 多层建筑扭转弹塑性地震反应分析[J],土木工程学报,1980.1
[14] 乔天民. 杨桂通单层偏心结构的地展反应分析[J]太原工业人学学报,1984.4,4(4)59-73
[15] 杨鉴,魏琏. 高层建筑扭转耦联自由振动的计算[J], 建筑结构学报,1985.6,6(2):67-74
[16] 魏琏,杨鉴. 高层建筑扭转耦联振动时的地震力以及振型组合[J] 建筑结构,1986.1
[17] 魏琏. 水平地震作用下不对称建筑的抗展计算[J]建筑科学,1990.3
[18] 刘大海,杨翠如,钟锡根. 高层建筑抗震设计[M],中国建筑工业出版社,1993.5. 328-362
[19] T 选民,邹银生. 复杂高层建筑结构地展作用的计算[J].建筑结构学报,1998.2. 19(2) 60-66
[20] 徐培福,黄吉锋,韦承荃. 高层建筑结构在地震作用下的扭转振动效应[J],建筑科学, 16 (1). 2000.2. 1-6
[21] 下耀伟. 平面不规则结构非线性地震反应规律研究[A]重庆人学博士学位论文[C], 2003.6
[22] Chandler, A. M. and Hutchinson, G L. Evaluation of code torsional provisions by a time history approach [J]. Earthquake Engineering and Structural Dynamics 1987.Vol15 (4):491-516
[23] Chandler, A. M.; Correnza, J. C; and Hutchinson,G L. Effect of transverse load-resistingelements on inelastic earthquake response of eccentric-plan buildings[J]. Earthquake Engineering and Structural Dynamics 1994. V6123(1):75-99
[24] Erdickt Mustapha O. Torsional efects in dynamically excited structures[A]. 1975.Rice Ph. Ddissertation[C]. University, Houston, Texas.
[25] Chopra, Anil K. and Hejal, Reem. Lateral-torsional coupling in earthquake response of frame buildings[J]. Journal of Structural Engineering 1989.Vol 115 (4): 852-867.ASCE.
[26] Chopra, Anil K. and Kan, Christopher L. Simple model for earthquake responsestudies oftorsionally coupled buildings[J]. Journal of the Engineering Mechanics Division 1981. Vol 107 (5):935-951. ASCE.
[27] Chopra, Anil. K. and Kan, Christopher L. Torsional coupling and earthquakeresponse of simpleelastic and inelastic systems[J]. Journal of the Structural Division 1981. Vol 107(8):1569-1588. ASCE
[28] Bozorgnia, Y. and Tso, W. K. Inelastic earthquake response of asymmetric structures[J]. Journalofthe Structural Division 1986.Vol 112 (2): 83-400. ASCE.
[29] Sadek, A. W. and Tso, W. K. Inelastic seismic response of simple eccentric structures[J].Earthquake Engineering and Structural Dynamics 1985.Vo113 (2):255-269.
[30] Sadek, A. W and Tso, W. K. Strength eccentricity concept for inelastic analysis of asymmetricstructures(A). Proceedings of the Ninth World Conference on Earthquake [C] 1988.
[31] Chopra, Anil K. and Hejal, Reem. Earthquake response of torsionally coupled frame buildings[J].Journal of Structural Engineering 1989.Vol 115 (4): 834-851. ASCE
[32] Tso, W. K. and Ying, Hongshan. Additional seismic inelastic deformation caused by structuralasymmetry[J].Earthquake Engineering and Structural Dynamics 1990. Vol19 (2):243-258.
[33] Chandler, A. M. and Duan, X. N. Evaluation of factors influencing the inelastic seismicperformance of torsionally asymmetric buildings[J]. Earthquake Engineering and Structural Dynamics 1991.Vol20(1):87-95.
[34] Chopra, Anil K. and Goel, Rakesh K. Inelastic Seismic Response of One-Story, Asymmetric-Plan Systems[R]. Report No. UCB/EERC-90/14. Berkeley, California: University of California at Berkeley. 1990
[35] Chopra, Anil K. and Goel, Rakesh K. Inelastic seismic response of one-story,asymmetric-plan systems: efects of system parameters and yielding[J]. Earthquake Engineering and StructuralDvnamics 1991.Vol20 (2):201-222.
[36] Chandler, A. M. and Hutchinson.G.L.Torsional coupling effects m the earthquake response of asymmetric buildings[J]. Engineering Structures 1986. Vol8 (2):222-236.
[37] De Stefano, M.; Faella, G.; and Ramasco, R. Inelastic response and design criteria of plan-wise asymmetric systems[J]. Earthquake Engineering and Structural Dynamics 1993. Vol22(2):245-259.Engineering 5: 91-96. Tokyo-Kyoto, Japa
[38] Ayala, A. G.; Escobar, J. A.; and Garcia, O. Assessment of earthquake forces in low-rise structures from lateral and torsional coupling[A]. Proceedings of the Tenth Conference on Earthquake Engineering[C] 1992.Vo110: 5735-5740. Madrid, Spain.
[39] 肖峰,按新旧规范设计的非规则框架结构的抗震性能对比分析,重庆大学硕士论文[D],2003