高层隔震结构理论分析与试验研究
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摘要
隔震技术作为一种简便、有效的减震技术已被广泛应用于各类中低层建筑中,取得了良好的减震效果。近年来,这一技术又被逐步推广到高层建筑中。但高层隔震体系与常规的隔震体系相比,具有其特殊性。高层建筑由于结构高宽比相对较大,倾覆效应明显,在强震作用下,隔震支座可能出现拉应力,如何避免和控制隔震支座的拉应力是一个有待解决的问题。本文通过优化隔震体系的布置方案及隔震层的参数探讨高层隔震建筑的最优设计方案及解决支座受拉的问题,并通过大高宽比隔震结构拟静力试验验证理论分析的正确性。
本文主要对高层隔震结构展开了以下几个方面的研究工作:
1)研究了常用隔震装置的力学性能,提出高层隔震支座的竖向刚度修正模型,并建立其有限元模型,为高层隔震建筑的设计和隔震层参数优化提供依据;
2)探讨了橡胶支座与R/C柱串联柱顶隔震系统的布置方案,分析了橡胶支座与R/C柱串联柱顶隔震系统隔震层拉梁对结构响应的影响;
3)通过对高层隔震结构隔震层柱距及上部结构剪力墙布置的优化以及橡胶隔震支座竖向刚度模型的优化,探讨有利于高层建筑隔震的结构布置原则及支座刚度模型,并对隔震效果进行对比分析,探讨隔震支座竖向力学模型对高层隔震结构支座受拉现象的影响;
4)设计大高宽比隔震结构试验模型,进行拟静力试验研究,对橡胶隔震支座在剪压状态下的竖向拉压刚度取值进行分析,将橡胶隔震支座的竖向力学模型分别等效为线性和双线性,并用ETABS软件建立三维有限元模型与试验结果对比分析。
论文最后对上述研究成果作了简单的总结,并指出进一步研究的方向和亟待完成的工作。
Seismic isolation technology as a simple and effective vibration reducing technique has been widely applied to various mid-rise or low-rise buildings, and has made a good vibration reducing effect. Recently, this technique has been gradually applied to high-rise buildings, however, high-rise isolation system is particular compared to the conventional isolation system. Tensile stress will appear at the isolated bearing under strong earthquake, because height-width ratio is relatively large and overturning effect is obvious in high-rise buildings. It is an imperative problem to avoid and reduce the tensile stress in the isolated bearing. Currently, model with equal tensile and compressive stiffness in vertical of isolated bearing element is commonly adopted in high-rise isolation design, however, this model will amplify the tensile stress in isolated bearing, which is danger for high-rise building. Therefore, model with bilinear tensile and compressive stiffness of rubber bearing is adopted, and the influence of vertical stiffness on tensile stress of isolated bearing is studied in this thesis. Moreover, pseudo-static test of isolation structure with large height-width ratio is conducted to verify the vibration reducing effect of high-rise isolation buildings.
The major studies about high-rise isolation buildings are as follows:
1)Mechanical properties of conventional isolation devices are studied; a revised model of high-rise isolated bearings is suggested; and finite element model is established. Then, the basis is provided for design of high-rise isolated buildings and parameters optimization of isolated layer.
2)The stability problem of column-cap isolation system with rubber bearing and R/C column in series is studied, and the influence of pull beam in isolation layer on structure stability is analysed.
3)According to the optimization of column distance and shear wall’s distribution of upper structure in the high-rise isolated buildings, and the optimization of vertical stiffness model of rubber isolated bearings, the distribution principle and the vertical stiffness model are discussed, which are in favor of the high-rise isolated buildings. Then, the vibration reducing effects are analysed comparatively.
4) Model test of large height-width ratio isolated structure has been designed, and the pseudo-static test is conducted. The tensile and compressive stiffness of rubber isolated bearings in vertical is analyzed under shear-compressive condition, and the result of 3D finite element analysis by ETABS is analysed by compared with the testing result.
Finally, the results of the above studies are briefly summarized in this thesis, and the derection and specific work of further research are suggested.
本文主要对高层隔震结构展开了以下几个方面的研究工作:
1)研究了常用隔震装置的力学性能,提出高层隔震支座的竖向刚度修正模型,并建立其有限元模型,为高层隔震建筑的设计和隔震层参数优化提供依据;
2)探讨了橡胶支座与R/C柱串联柱顶隔震系统的布置方案,分析了橡胶支座与R/C柱串联柱顶隔震系统隔震层拉梁对结构响应的影响;
3)通过对高层隔震结构隔震层柱距及上部结构剪力墙布置的优化以及橡胶隔震支座竖向刚度模型的优化,探讨有利于高层建筑隔震的结构布置原则及支座刚度模型,并对隔震效果进行对比分析,探讨隔震支座竖向力学模型对高层隔震结构支座受拉现象的影响;
4)设计大高宽比隔震结构试验模型,进行拟静力试验研究,对橡胶隔震支座在剪压状态下的竖向拉压刚度取值进行分析,将橡胶隔震支座的竖向力学模型分别等效为线性和双线性,并用ETABS软件建立三维有限元模型与试验结果对比分析。
论文最后对上述研究成果作了简单的总结,并指出进一步研究的方向和亟待完成的工作。
Seismic isolation technology as a simple and effective vibration reducing technique has been widely applied to various mid-rise or low-rise buildings, and has made a good vibration reducing effect. Recently, this technique has been gradually applied to high-rise buildings, however, high-rise isolation system is particular compared to the conventional isolation system. Tensile stress will appear at the isolated bearing under strong earthquake, because height-width ratio is relatively large and overturning effect is obvious in high-rise buildings. It is an imperative problem to avoid and reduce the tensile stress in the isolated bearing. Currently, model with equal tensile and compressive stiffness in vertical of isolated bearing element is commonly adopted in high-rise isolation design, however, this model will amplify the tensile stress in isolated bearing, which is danger for high-rise building. Therefore, model with bilinear tensile and compressive stiffness of rubber bearing is adopted, and the influence of vertical stiffness on tensile stress of isolated bearing is studied in this thesis. Moreover, pseudo-static test of isolation structure with large height-width ratio is conducted to verify the vibration reducing effect of high-rise isolation buildings.
The major studies about high-rise isolation buildings are as follows:
1)Mechanical properties of conventional isolation devices are studied; a revised model of high-rise isolated bearings is suggested; and finite element model is established. Then, the basis is provided for design of high-rise isolated buildings and parameters optimization of isolated layer.
2)The stability problem of column-cap isolation system with rubber bearing and R/C column in series is studied, and the influence of pull beam in isolation layer on structure stability is analysed.
3)According to the optimization of column distance and shear wall’s distribution of upper structure in the high-rise isolated buildings, and the optimization of vertical stiffness model of rubber isolated bearings, the distribution principle and the vertical stiffness model are discussed, which are in favor of the high-rise isolated buildings. Then, the vibration reducing effects are analysed comparatively.
4) Model test of large height-width ratio isolated structure has been designed, and the pseudo-static test is conducted. The tensile and compressive stiffness of rubber isolated bearings in vertical is analyzed under shear-compressive condition, and the result of 3D finite element analysis by ETABS is analysed by compared with the testing result.
Finally, the results of the above studies are briefly summarized in this thesis, and the derection and specific work of further research are suggested.
引文
[1]胡幸贤.地震工程学[M].第二版.北京:地震出版社,2006.
[2]周福霖.工程结构减震控制[M].北京:地震出版社,1997
[3]清华大学,西南交通大学,北京交通大学震害调查组.汶川地震建筑灾害分析.
[4]中华人民共和国建设部,国家质量监督检验检疫总局联合发布.GBSO011一2001.建筑抗震设计规范[s].中国北京,2001.
[5]何永超,邓长根,曾康康.日本高层建筑基础隔震技术的开发和应用[J].工业建筑.2002, 32(5):29一31.
[6]谢鹰.隔震技术在高层建筑中的应用[J].山西建筑.2004, 30 (14 ) :42-3
[7]金光辉,张凌云.隔震设计在高层建筑中的应用[J] .2004, 20(4) :19-21
[8] Li Hui, Yao Yunlong, Du Yongfeng et al. A Study on the Stability of Serial System of Laminated Rubber Bearing with Column[C]. International Conference on Advances and New Challenges in Earthquake Engineering Research, August 15-20, 2002 Harbin, China.
[9]沈聚敏,周锡元,高小旺,刘晶波编著.抗震工程学[M].北京:中国建筑工业出版社.2000.
[10]周云.防灾减灾工程学[M].北京:中国建筑工业出版社.2007.
[11]建筑抗震设计规范(GB50011-2001)[S].北京:中国建筑工业出版社,2001.
[12]丁文镜.减震理论[M].北京:清华大学出版社,1988.
[13]周福霖.隔震消能减震和结构控制技术的发展和应用(上,下)[J].世界地震工程,1989年第4期,1990年第1期.
[14]谭平,周福霖.隔震技术的研究与工程应用[J].施工技术, 2008,37:5-9.
[15]日本免震构造协会,叶列平译.图解隔震结构入门[M].北京:科学出版社、OHM社,1998.
[16] R.I. Skinner, W. H. Robinson, G H. Mcverry:工程隔震概论,(谢礼立等译),地震出版社,1996.
[17]唐家样,刘再华:建筑结构基础隔震,华中理工大学出版社,1993 (1).
[18]武田寿一[日].建筑物隔震防振与控振[M].纪晓惠等译.北京:中国建筑工业出版社,1997.
[19]闵书亮,刘季:滚动隔震结构的一种控制方法,哈尔滨建筑工程学院学报,1993.
[20]许斌,唐家祥:基础隔震叠层橡胶支座耐久性试验研究,工程抗震,1995(4).
[21]周锡元等,并联和串联基础隔震体系地震反应的某些特征,工程抗震,1995(4).
[22]唐家祥等,叠层橡胶基础隔震房屋结构设计与研究,建筑结构学报,1996(2).
[23]黄光灿,基础隔震结构抗震设计的基本原则,工程抗震,1995(2).
[24]洪峰等:基底滑移隔震刚性结构的随机滑移反应和可靠性分析,地震工程与工程振动,1994(2).
[25]日本建筑构造技术者协会[日].日本结构技术典型实例100选[M] .腾征本等译.京:中国建筑工业出版社,2005.
[26]陈以一等.世界建筑结构设计精品选日本篇[M].北京:中国建筑工业出版社,2001.
[27]侯宝隆.日本隔震技术的新发展与控震技术的实际应用[J].工业建筑,2000,30 (11 ):74、78.
[28]Reducing vibrations caused by earthquakes and strong winds, Hybrid TASS Method[OL].
[29]S.Nagarajaiah,A.M.Reinhorn,M.C.Constantinou.Nonlinear Dynamic Analysis of Three Base Isolated Structures[J]. Journal of Structural Engineering, ASCE. 1991,117(7): 2035-2054
[30]A.M.Reinhorn,M.C.Constantinou, S.Nagarajaiah,et al. Nonlinear Dynamic Analysis of Three Base Isolated Structures (3DBASIS-TABS) [R].Buffalo,USA:National Center for Earthquake Engineering Research, State University Of New York at Buffalo,1994.
[31]Staton,J,F,Scroggins, G, Taylor,A.W. and Roeder, C.W.(1990)”Stability of laminated elastomeric bearings.”J.Engrg,Mech.,ASCE,116(6),1352-1371
[32]Koh,C.G, and Kel1y,J.M.(1988).”A simple mechanical model for elastomeric isolation bearings.”Int.J. Mech.,Sci.,30(12),933-943
[33]Satish.Nagarajaiah.,and Keith.Feith.(1999)?(1999).”Stability of elastomeric isolation bearings.”J.Stuct.Engrg.,ASCE,946-954.
[34]Buckle,I.g.,Nagarajaiah,S.,and Ferrell,K.(1999).”Stability of elastomeric seismic isolation bearings:experimental study.”J.Struct.Engrg.,ASCE,in review.
[35]Ian Buckle, Satish Nagarajsiah, Keith Farrell. Stability of Elastomerci Bearings: Experimenttal study[J]. Journal of Structural Engineering, 2002, 128(1):3-11
[36]R.G.Tyler,Rubber Bearings in Base-isolated Structure-A Summary Paper Bulletin of the New Zealand National Socicty for Earthquake Engineering,Vo1.24,No.3, Sepertember 1991.
[37]刘文光,李峥嵘,周福霖等.低硬度橡胶隔震支座基本力学性能及恢复力特性.地震工程与工程振动,2002,Vol 32(3):138-144.
[38]熊世树.三维基础隔震系统的理论与试验研究[博士学位论文].武汉:华中科技大学,2004
[39]熊世树,陈金凤,梁波等.三维基础隔震结构多维地震反应的非线性分析.华中科技大学学报,2004,Vol32(12):81-84
[40]熊世树,唐建设,梁波等.装有3DB的三维隔震建筑的平扭-竖向地震反应分析.工程抗震与加固改造,2004(5):17-22.
[41]祁皑,林云腾.添加钢筋提高隔震结构高宽比限值的研究.地震工程与工程振动,2007,Vol 40(4):13-20
[42]祁皑,范宏伟.基于结构设计的基础隔震结构高宽比限值的研究.土木工程学报,2004,Vol 26(6):52-58
[43]朱玉华,吕西林,施卫星等.多向地面运动作用时铅芯橡胶隔震房屋模型振动台试验研究.结构工程师,2001,No.1:21-26
[44]付伟庆,刘文光,魏路顺.大高宽比隔震结构模型水平向振动台试验.沈阳建筑大学学报(自然科学版),2005,Vol 21(4):320-324
[45]刘文光,杨巧荣,周福霖.大高宽比隔震结构地震反应预测理论[J].广州大学学报(自然科学版),2004,3 (4): 346350.
[46]刘文光,杨巧荣,周福霖.大高宽比隔震结构地震反应的实用分析方法[J].地震工程与工程振动,2004,24 (4 ) : 115-121.
[47]刘文光,韩强,杨巧荣等.建筑橡胶支座拉伸性能的计算模型与评价准则[J].沈阳建筑大学学报(自然科学版),2005,21 (5 ):499-502.
[48]韩强,杜修力,刘文光等.橡胶隔震支座拉伸性能试验研究[J].北京上业大学学报,2006, 32(3):208-212.
[49]徐忠根,周福霖,氏湘泉.汕头博物馆结构动力分析[J].世界地震工程,1996, (2):33-36.
[50]刘伟庆,王曙光,林勇.宿迁市人防指挥大楼隔震设计方法研究[J].建筑结构学报,2005,26(2): 81～86.
[51]康锦霞.高层隔震建筑的三维响应分析[D].太原:太原理工大学,2002.
[52]李宏男,王苏岩,贾俊辉.采用基础摩擦隔震房屋高宽比限值的研究[J].地震工程与工程振动,1997,17(3):73-76.
[53]程华群,刘伟庆,王曙光.弹性滑移支座在高层隔震建筑中的应用研究[J].工程抗震与加固改造, 2007,(03).
[54]魏陆顺,周福霖,任珉,等.三维隔震(振)支座的工程应用与现场测试[J].地震工程与工程振动,2007,27(3):121-125.(W E ILushun,ZHOU Fulin,REN M in,et a.l Application of three-dimensional seism ic and vibration isolator to building and site test[J].Journal of Earthquake Engineering andEngineering V ibration,2007,27(3):121-125.(inChinese))
[55]袁涌,朱昆,熊世树,资道铭.高阻尼橡胶隔震支座的力学性能及隔震效果研究[J].工程抗震与加固改造, 2008,(03)
[56]韩强,刘文光,杜修力,赵建锋.橡胶隔震支座竖向性能试验研究[J].辽宁工程技术大学学报, 2006,(02)
[57]刘文光,杨巧荣,周福霖,冯德民.橡胶座非线性弹性拉伸特性的理论和试验研究[J].地震工程与工程振动, 2004,(02)
[58]苏经宇,曾德明.我国建筑结构隔震技术的研究和进展.地震工程与工程振动,2001,Vol.21(4):94-100
[59]李宏男,吴香香.橡胶垫隔震支座结构高宽比限值研究[J].建筑结构学报,2003,24(2):14-19.
[60]包世华,方鄂华.高层建筑结构设计[M].北京:清华大学出版社,1996.
[61]Xie Lili,Zhai Changhai.Study on the severest real ground motion for seism ic design and analysis[J].Acta Seismologica Sinica,2003,16(3):260～271.
[62]李宏男.我国工程结构抗震研究的新进展[J].沈阳建筑工程学院学报,1992,8(2):185-189.
[63]刘季,何立民.高层剪力墙建筑在水平与竖向地震动联合作用下的反应[R].哈尔滨:哈尔滨建筑工程学院,1983.
[64]张永山,王焕定,颜学渊.改进型三维隔震装置[P].中国:ZL200620064041.8, 2006.
[65]张永山,王焕定,颜学渊.一种具有抗拉作用的叠层橡胶隔震支座[P].中国:ZL200620064042.2,2006.
[66]张永山,王焕定,颜学渊.新型三维隔震装置[P].中国:ZL200620064043.7,2006.
[67]杜永峰,李慧.橡胶支座与柱串联系统的动力稳定性分析[J].四川建筑科学研究,2007,12(33):126-129
[68]周云,谭平.磁流变阻尼控制理论与技术.北京:科学出版社,2007.
[69]李慧、杜永峰、屠锦敏.叠层橡胶垫基础隔震技术的研究.甘肃工业大学学报.25(2),1999
[70]曾德民、苏经宇.建筑基础隔震技术的发展和应用[J].工程抗震.3,1996年
[71]庄学真,沈朝勇,金建敏.桥梁高阻尼橡胶支座力学性能试验研究[J].地震工程与工程振动,2006,(26)5:208～212
[72]刘文光,周福霖,庄学真,等.大直径夹层橡胶隔震装置力学性能试验研究[J].世界地震工程,1999,15(1):62-68.
[73]张荫,姚谦峰.自阻尼叠层橡胶隔震支座阻尼特性及恢复力模型[J].西安建筑科技大学学报:自然科学版,2003,35(2):120-126.
[74]刘文光,周福霖,庄学真,等.铅芯夹层橡胶隔震垫基本力学性能研究[J].地震工程与工程振动,1999,19(1):93299.
[75]杨巧荣、庄学真、刘文光.夹层橡胶隔震支座全刚性性能、回转刚性及高压缩应力性能试验研究闭.地震工程与工程振动.1999.vol.19,No3,p118一125.
[76]Seigenthaler R.Earthquake-proof Building Supporting Structure with Shock Absorbing Damping Elements,Schweizerische Bauzeitung,No.20:211-219
[77]Kelly J M.Eart hquake Resistant Design wit h Rebber Second Edition[M]. London: Springer Verlag London Limited,1997.
[78]Li Zhongxi, Zhou Xiyuan.Vibration property and earthquake response analysis method for regular isolated building[J].Earthquake Engineering and Engineering Vibration, 2002, 22(2): 33-41.
[79]Gloria Terenzi.Dynamics of SDOF Systems with Nonlinear Viscous Damping[J]. Journal of Engineering Mechanics,1999,125(8):956-963.
[80]Yamada Kazuhiko and Kobori Takuji.Control Algorit hm for Estimating Future Responses of Active Variable Stiffness Structure[J]. Engineering and Structural Dynamics, 1995, (24):1085-1099.
[81]北京金土木软件技术有限公司,中国建筑标准设计研究院.ETABS中文版使用手册.北京:中国建筑工业出版社,2004
[82]Martel R R.The effects of earthquakes on buildings with a flexible first story.Bulletin of the seismological Society of America,1929,19(3):53~60
[83]Robinson W H and Tucker A G,Test Results for Lead-Rubber Bearings for the William M.Clayton Building,Toe Toe Bridge,and Waiotukupuna Bridge.Bulletin ofthe New Zealand National Sociaty for EarthquakeEngineering, 1983, 14(1): 21-33
[84]R.T.Skinner, W.H.Robinson, G..M.Very.An introduction to Seismic Isolation. Wiley. Chichester. England. 1993
[85]Xue ST,Jun T,Satoshi K,etal.Mechanics and Dynamics of Intelligent Passive Vibration Control System.Journal of Engineering Mechanics.ASCE. 1997.123(4): 322~327
[86]Zhu,Houhui.Experimental and numerical evaluations of Stiffness Decoupler for Base Isolation of Structures.DAI-B 62/04,1979,Oct 2001
[87]J·Penzien, M·Watabe.Characteristics of 3-D earthquake ground motion.Earthquake eng·struct·dyn·Vol.3.1975
[88]P·Park,T·Pauley.Reinforced Concrete Structures.John Wiley&Sons Inc.New York.1975
[89]吴香香,李宏男.竖向地震动对基础隔震建筑高宽比限值的影响[J].同济大学学报(自然科学版).2004,32(1):10-14
[90]徐忠根,谢军龙,周福霖.多层建筑隔震改造设计[J].地震工程与工程动.2001,21(3): 132-139.
[91]徐忠根,周福霖.底部二层框架上部多塔楼底隔震数值模拟与试验研究[J].地震工程与工程振动.2005,25(l):126-132
[92]刘文光,闰维明,霍达等.塔型隔震建筑多质点体系计算模型及振动台试验研究[J].土木工程学报.2003,36(5):64-70
[93]刘文光.橡胶隔震支座力学性能及隔震建筑地震反应分析研究[D].北京:北京工业大学博士学位论文,2003.
[94]欧进萍.结构振动控制:主动、半主动和智能控制[M].北京:科学出版社,2003.
[95]李宏男,李忠献,祁皑等.结构振动与控制[M].北京:中国建筑工业出版社,2005.
[96]Ian Buckle, Satish Nagarajsiah, Keith Farrell. Stability of Elastomerci Bearings: Experimenttal s tudy[J]. Journal of Structural Engineering, 2002,128(1):3-11
[97]R.CxTyler,Rubber Bearings in Base-isolated Structure-A Summary Paper Bulletin of the New Zealand National Socicty for Earthquake Engineering,Vo1.24,No.3, Sepertember 1991
[98]刘大海,杨翠如,钟锡根.高层建筑抗震设计.北京:中国建筑工业出版, 1993.
[99]赵西安.高层建筑结构实用设计方法(第三版).上海:同济大学出版社, 1998, 4
[100]林家浩.随机振动的虚拟激励法[M] .北京:科学出版社,2004.
[101]周云.高层建筑结构设计[M].武汉:武汉理工大学出版社,2006.
[102]刘晶波,杜修力.结构动力学[M] .机械工业出版社,2005.
[2]周福霖.工程结构减震控制[M].北京:地震出版社,1997
[3]清华大学,西南交通大学,北京交通大学震害调查组.汶川地震建筑灾害分析.
[4]中华人民共和国建设部,国家质量监督检验检疫总局联合发布.GBSO011一2001.建筑抗震设计规范[s].中国北京,2001.
[5]何永超,邓长根,曾康康.日本高层建筑基础隔震技术的开发和应用[J].工业建筑.2002, 32(5):29一31.
[6]谢鹰.隔震技术在高层建筑中的应用[J].山西建筑.2004, 30 (14 ) :42-3
[7]金光辉,张凌云.隔震设计在高层建筑中的应用[J] .2004, 20(4) :19-21
[8] Li Hui, Yao Yunlong, Du Yongfeng et al. A Study on the Stability of Serial System of Laminated Rubber Bearing with Column[C]. International Conference on Advances and New Challenges in Earthquake Engineering Research, August 15-20, 2002 Harbin, China.
[9]沈聚敏,周锡元,高小旺,刘晶波编著.抗震工程学[M].北京:中国建筑工业出版社.2000.
[10]周云.防灾减灾工程学[M].北京:中国建筑工业出版社.2007.
[11]建筑抗震设计规范(GB50011-2001)[S].北京:中国建筑工业出版社,2001.
[12]丁文镜.减震理论[M].北京:清华大学出版社,1988.
[13]周福霖.隔震消能减震和结构控制技术的发展和应用(上,下)[J].世界地震工程,1989年第4期,1990年第1期.
[14]谭平,周福霖.隔震技术的研究与工程应用[J].施工技术, 2008,37:5-9.
[15]日本免震构造协会,叶列平译.图解隔震结构入门[M].北京:科学出版社、OHM社,1998.
[16] R.I. Skinner, W. H. Robinson, G H. Mcverry:工程隔震概论,(谢礼立等译),地震出版社,1996.
[17]唐家样,刘再华:建筑结构基础隔震,华中理工大学出版社,1993 (1).
[18]武田寿一[日].建筑物隔震防振与控振[M].纪晓惠等译.北京:中国建筑工业出版社,1997.
[19]闵书亮,刘季:滚动隔震结构的一种控制方法,哈尔滨建筑工程学院学报,1993.
[20]许斌,唐家祥:基础隔震叠层橡胶支座耐久性试验研究,工程抗震,1995(4).
[21]周锡元等,并联和串联基础隔震体系地震反应的某些特征,工程抗震,1995(4).
[22]唐家祥等,叠层橡胶基础隔震房屋结构设计与研究,建筑结构学报,1996(2).
[23]黄光灿,基础隔震结构抗震设计的基本原则,工程抗震,1995(2).
[24]洪峰等:基底滑移隔震刚性结构的随机滑移反应和可靠性分析,地震工程与工程振动,1994(2).
[25]日本建筑构造技术者协会[日].日本结构技术典型实例100选[M] .腾征本等译.京:中国建筑工业出版社,2005.
[26]陈以一等.世界建筑结构设计精品选日本篇[M].北京:中国建筑工业出版社,2001.
[27]侯宝隆.日本隔震技术的新发展与控震技术的实际应用[J].工业建筑,2000,30 (11 ):74、78.
[28]Reducing vibrations caused by earthquakes and strong winds, Hybrid TASS Method[OL].
[29]S.Nagarajaiah,A.M.Reinhorn,M.C.Constantinou.Nonlinear Dynamic Analysis of Three Base Isolated Structures[J]. Journal of Structural Engineering, ASCE. 1991,117(7): 2035-2054
[30]A.M.Reinhorn,M.C.Constantinou, S.Nagarajaiah,et al. Nonlinear Dynamic Analysis of Three Base Isolated Structures (3DBASIS-TABS) [R].Buffalo,USA:National Center for Earthquake Engineering Research, State University Of New York at Buffalo,1994.
[31]Staton,J,F,Scroggins, G, Taylor,A.W. and Roeder, C.W.(1990)”Stability of laminated elastomeric bearings.”J.Engrg,Mech.,ASCE,116(6),1352-1371
[32]Koh,C.G, and Kel1y,J.M.(1988).”A simple mechanical model for elastomeric isolation bearings.”Int.J. Mech.,Sci.,30(12),933-943
[33]Satish.Nagarajaiah.,and Keith.Feith.(1999)?(1999).”Stability of elastomeric isolation bearings.”J.Stuct.Engrg.,ASCE,946-954.
[34]Buckle,I.g.,Nagarajaiah,S.,and Ferrell,K.(1999).”Stability of elastomeric seismic isolation bearings:experimental study.”J.Struct.Engrg.,ASCE,in review.
[35]Ian Buckle, Satish Nagarajsiah, Keith Farrell. Stability of Elastomerci Bearings: Experimenttal study[J]. Journal of Structural Engineering, 2002, 128(1):3-11
[36]R.G.Tyler,Rubber Bearings in Base-isolated Structure-A Summary Paper Bulletin of the New Zealand National Socicty for Earthquake Engineering,Vo1.24,No.3, Sepertember 1991.
[37]刘文光,李峥嵘,周福霖等.低硬度橡胶隔震支座基本力学性能及恢复力特性.地震工程与工程振动,2002,Vol 32(3):138-144.
[38]熊世树.三维基础隔震系统的理论与试验研究[博士学位论文].武汉:华中科技大学,2004
[39]熊世树,陈金凤,梁波等.三维基础隔震结构多维地震反应的非线性分析.华中科技大学学报,2004,Vol32(12):81-84
[40]熊世树,唐建设,梁波等.装有3DB的三维隔震建筑的平扭-竖向地震反应分析.工程抗震与加固改造,2004(5):17-22.
[41]祁皑,林云腾.添加钢筋提高隔震结构高宽比限值的研究.地震工程与工程振动,2007,Vol 40(4):13-20
[42]祁皑,范宏伟.基于结构设计的基础隔震结构高宽比限值的研究.土木工程学报,2004,Vol 26(6):52-58
[43]朱玉华,吕西林,施卫星等.多向地面运动作用时铅芯橡胶隔震房屋模型振动台试验研究.结构工程师,2001,No.1:21-26
[44]付伟庆,刘文光,魏路顺.大高宽比隔震结构模型水平向振动台试验.沈阳建筑大学学报(自然科学版),2005,Vol 21(4):320-324
[45]刘文光,杨巧荣,周福霖.大高宽比隔震结构地震反应预测理论[J].广州大学学报(自然科学版),2004,3 (4): 346350.
[46]刘文光,杨巧荣,周福霖.大高宽比隔震结构地震反应的实用分析方法[J].地震工程与工程振动,2004,24 (4 ) : 115-121.
[47]刘文光,韩强,杨巧荣等.建筑橡胶支座拉伸性能的计算模型与评价准则[J].沈阳建筑大学学报(自然科学版),2005,21 (5 ):499-502.
[48]韩强,杜修力,刘文光等.橡胶隔震支座拉伸性能试验研究[J].北京上业大学学报,2006, 32(3):208-212.
[49]徐忠根,周福霖,氏湘泉.汕头博物馆结构动力分析[J].世界地震工程,1996, (2):33-36.
[50]刘伟庆,王曙光,林勇.宿迁市人防指挥大楼隔震设计方法研究[J].建筑结构学报,2005,26(2): 81～86.
[51]康锦霞.高层隔震建筑的三维响应分析[D].太原:太原理工大学,2002.
[52]李宏男,王苏岩,贾俊辉.采用基础摩擦隔震房屋高宽比限值的研究[J].地震工程与工程振动,1997,17(3):73-76.
[53]程华群,刘伟庆,王曙光.弹性滑移支座在高层隔震建筑中的应用研究[J].工程抗震与加固改造, 2007,(03).
[54]魏陆顺,周福霖,任珉,等.三维隔震(振)支座的工程应用与现场测试[J].地震工程与工程振动,2007,27(3):121-125.(W E ILushun,ZHOU Fulin,REN M in,et a.l Application of three-dimensional seism ic and vibration isolator to building and site test[J].Journal of Earthquake Engineering andEngineering V ibration,2007,27(3):121-125.(inChinese))
[55]袁涌,朱昆,熊世树,资道铭.高阻尼橡胶隔震支座的力学性能及隔震效果研究[J].工程抗震与加固改造, 2008,(03)
[56]韩强,刘文光,杜修力,赵建锋.橡胶隔震支座竖向性能试验研究[J].辽宁工程技术大学学报, 2006,(02)
[57]刘文光,杨巧荣,周福霖,冯德民.橡胶座非线性弹性拉伸特性的理论和试验研究[J].地震工程与工程振动, 2004,(02)
[58]苏经宇,曾德明.我国建筑结构隔震技术的研究和进展.地震工程与工程振动,2001,Vol.21(4):94-100
[59]李宏男,吴香香.橡胶垫隔震支座结构高宽比限值研究[J].建筑结构学报,2003,24(2):14-19.
[60]包世华,方鄂华.高层建筑结构设计[M].北京:清华大学出版社,1996.
[61]Xie Lili,Zhai Changhai.Study on the severest real ground motion for seism ic design and analysis[J].Acta Seismologica Sinica,2003,16(3):260～271.
[62]李宏男.我国工程结构抗震研究的新进展[J].沈阳建筑工程学院学报,1992,8(2):185-189.
[63]刘季,何立民.高层剪力墙建筑在水平与竖向地震动联合作用下的反应[R].哈尔滨:哈尔滨建筑工程学院,1983.
[64]张永山,王焕定,颜学渊.改进型三维隔震装置[P].中国:ZL200620064041.8, 2006.
[65]张永山,王焕定,颜学渊.一种具有抗拉作用的叠层橡胶隔震支座[P].中国:ZL200620064042.2,2006.
[66]张永山,王焕定,颜学渊.新型三维隔震装置[P].中国:ZL200620064043.7,2006.
[67]杜永峰,李慧.橡胶支座与柱串联系统的动力稳定性分析[J].四川建筑科学研究,2007,12(33):126-129
[68]周云,谭平.磁流变阻尼控制理论与技术.北京:科学出版社,2007.
[69]李慧、杜永峰、屠锦敏.叠层橡胶垫基础隔震技术的研究.甘肃工业大学学报.25(2),1999
[70]曾德民、苏经宇.建筑基础隔震技术的发展和应用[J].工程抗震.3,1996年
[71]庄学真,沈朝勇,金建敏.桥梁高阻尼橡胶支座力学性能试验研究[J].地震工程与工程振动,2006,(26)5:208～212
[72]刘文光,周福霖,庄学真,等.大直径夹层橡胶隔震装置力学性能试验研究[J].世界地震工程,1999,15(1):62-68.
[73]张荫,姚谦峰.自阻尼叠层橡胶隔震支座阻尼特性及恢复力模型[J].西安建筑科技大学学报:自然科学版,2003,35(2):120-126.
[74]刘文光,周福霖,庄学真,等.铅芯夹层橡胶隔震垫基本力学性能研究[J].地震工程与工程振动,1999,19(1):93299.
[75]杨巧荣、庄学真、刘文光.夹层橡胶隔震支座全刚性性能、回转刚性及高压缩应力性能试验研究闭.地震工程与工程振动.1999.vol.19,No3,p118一125.
[76]Seigenthaler R.Earthquake-proof Building Supporting Structure with Shock Absorbing Damping Elements,Schweizerische Bauzeitung,No.20:211-219
[77]Kelly J M.Eart hquake Resistant Design wit h Rebber Second Edition[M]. London: Springer Verlag London Limited,1997.
[78]Li Zhongxi, Zhou Xiyuan.Vibration property and earthquake response analysis method for regular isolated building[J].Earthquake Engineering and Engineering Vibration, 2002, 22(2): 33-41.
[79]Gloria Terenzi.Dynamics of SDOF Systems with Nonlinear Viscous Damping[J]. Journal of Engineering Mechanics,1999,125(8):956-963.
[80]Yamada Kazuhiko and Kobori Takuji.Control Algorit hm for Estimating Future Responses of Active Variable Stiffness Structure[J]. Engineering and Structural Dynamics, 1995, (24):1085-1099.
[81]北京金土木软件技术有限公司,中国建筑标准设计研究院.ETABS中文版使用手册.北京:中国建筑工业出版社,2004
[82]Martel R R.The effects of earthquakes on buildings with a flexible first story.Bulletin of the seismological Society of America,1929,19(3):53~60
[83]Robinson W H and Tucker A G,Test Results for Lead-Rubber Bearings for the William M.Clayton Building,Toe Toe Bridge,and Waiotukupuna Bridge.Bulletin ofthe New Zealand National Sociaty for EarthquakeEngineering, 1983, 14(1): 21-33
[84]R.T.Skinner, W.H.Robinson, G..M.Very.An introduction to Seismic Isolation. Wiley. Chichester. England. 1993
[85]Xue ST,Jun T,Satoshi K,etal.Mechanics and Dynamics of Intelligent Passive Vibration Control System.Journal of Engineering Mechanics.ASCE. 1997.123(4): 322~327
[86]Zhu,Houhui.Experimental and numerical evaluations of Stiffness Decoupler for Base Isolation of Structures.DAI-B 62/04,1979,Oct 2001
[87]J·Penzien, M·Watabe.Characteristics of 3-D earthquake ground motion.Earthquake eng·struct·dyn·Vol.3.1975
[88]P·Park,T·Pauley.Reinforced Concrete Structures.John Wiley&Sons Inc.New York.1975
[89]吴香香,李宏男.竖向地震动对基础隔震建筑高宽比限值的影响[J].同济大学学报(自然科学版).2004,32(1):10-14
[90]徐忠根,谢军龙,周福霖.多层建筑隔震改造设计[J].地震工程与工程动.2001,21(3): 132-139.
[91]徐忠根,周福霖.底部二层框架上部多塔楼底隔震数值模拟与试验研究[J].地震工程与工程振动.2005,25(l):126-132
[92]刘文光,闰维明,霍达等.塔型隔震建筑多质点体系计算模型及振动台试验研究[J].土木工程学报.2003,36(5):64-70
[93]刘文光.橡胶隔震支座力学性能及隔震建筑地震反应分析研究[D].北京:北京工业大学博士学位论文,2003.
[94]欧进萍.结构振动控制:主动、半主动和智能控制[M].北京:科学出版社,2003.
[95]李宏男,李忠献,祁皑等.结构振动与控制[M].北京:中国建筑工业出版社,2005.
[96]Ian Buckle, Satish Nagarajsiah, Keith Farrell. Stability of Elastomerci Bearings: Experimenttal s tudy[J]. Journal of Structural Engineering, 2002,128(1):3-11
[97]R.CxTyler,Rubber Bearings in Base-isolated Structure-A Summary Paper Bulletin of the New Zealand National Socicty for Earthquake Engineering,Vo1.24,No.3, Sepertember 1991
[98]刘大海,杨翠如,钟锡根.高层建筑抗震设计.北京:中国建筑工业出版, 1993.
[99]赵西安.高层建筑结构实用设计方法(第三版).上海:同济大学出版社, 1998, 4
[100]林家浩.随机振动的虚拟激励法[M] .北京:科学出版社,2004.
[101]周云.高层建筑结构设计[M].武汉:武汉理工大学出版社,2006.
[102]刘晶波,杜修力.结构动力学[M] .机械工业出版社,2005.