框支剪力墙土-结构共同作用的抗震性能分析
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摘要
采用有限元法对一框支剪力墙土-结构体系进行动力弹塑性时程分析。通过对计算模型的自振特性以及地震作用下的位移、层间位移角、等效刚度比和剪力等数据进行分析研究。研究结果表明:运用ANSYS建立框支剪力墙-土-结构共同作用模型对结构进行地震反应分析,能够真实地反映结构的抗震性能。转换层位置对结构自振周期影响较小;转换层附近的层间位移角和剪力均发生突变,且随转换层位置的提高而加剧;层间位移角较大值集中在结构中上部;框支柱剪力最大值发生在转换层中柱。建议抗震设计时,转换层位置可适当提高但不宜超过5层,等效侧向刚度比宜控制在0.8～1.3,除了底部框支柱加强外,还应该对中上部楼层采取减小层间位移的措施,对转换层中柱采取特殊加强。
A finite element elasto-plastic time-history analysis was conducted on the interaction system of soil-structure of frame-supported shear wall.The data of free vibration characteristics of models and the displacement,inter-storey drift angle,the ratio of equivalent lateral stiffness and shear force under earthquake were studied.The results show that,using models built in ANSYS to analyze the seismic response of SSI structure of frame-supported shear wall can efficiently reflect the seismic performance of structure.The location of conversion floor has little effect on the natural period of vibration mode.The drift angle and shear near conversion layer had mutations,which intensified with the increase of conversion layer position.The higher the level of transfer stories,the larger the ratio of equivalent lateral stiffness is.The larger inter-storey drift angle of structure occurs in middle-upper part.The maximum shear force of columns appears in the middle columns on transfer storey.The height of transfer storey can be set a little higher properly but not more than 5 layer in design.The ratio of equivalent lateral stiffness should be ranged between 0.8 and 1.3.Not only should the frame-supporting columns be particularly strengthened,but also some measures should be taken to decrease the story drift in middle-upper part of structure.
A finite element elasto-plastic time-history analysis was conducted on the interaction system of soil-structure of frame-supported shear wall.The data of free vibration characteristics of models and the displacement,inter-storey drift angle,the ratio of equivalent lateral stiffness and shear force under earthquake were studied.The results show that,using models built in ANSYS to analyze the seismic response of SSI structure of frame-supported shear wall can efficiently reflect the seismic performance of structure.The location of conversion floor has little effect on the natural period of vibration mode.The drift angle and shear near conversion layer had mutations,which intensified with the increase of conversion layer position.The higher the level of transfer stories,the larger the ratio of equivalent lateral stiffness is.The larger inter-storey drift angle of structure occurs in middle-upper part.The maximum shear force of columns appears in the middle columns on transfer storey.The height of transfer storey can be set a little higher properly but not more than 5 layer in design.The ratio of equivalent lateral stiffness should be ranged between 0.8 and 1.3.Not only should the frame-supporting columns be particularly strengthened,but also some measures should be taken to decrease the story drift in middle-upper part of structure.
引文
[1]董海河,李振宝,马华.框支剪力墙耗能结构抗震性能研究[J].世界地震工程,2008,24(3):101-106.DONG Hai-he,LI Zhen-bao,MA Hua.Seismic perform-ance study on energy dissipation structure of shear wallsupported on a frame-shear wall structure[J].WorldEarthquake Engineering,2008,24(3):101-106.
[2]GB500ll—20l0,建筑抗震设计规范[S].GB 50011—20l0,Code for seismic design of building[S].
[3]刘洁平,张令心.高层建筑土-结构相互作用地震反应简化评估方法[J].土木工程学报,2010,43(12):28-34.LIU Jie-ping,ZHANG Ling-xin.A simplified assessmentmethod for seismic response analysis of soil-structure in-teraction of high-rise buildings[J].China Civil Engi-neering Journal,2010,43(12):28-34.
[4]荣峰,刘建伟,王奎,等.基于土-结构相互作用的高层建筑三维地震反应分析[J].工程抗震与加固改造,2011,33(3):1-6.RONG Feng,LIU Jian-wei,WANG Kui,et al.3D Seismicresponse of tall building based on soil-structure interac-tion[J].Earthquake Resistant Engineering and Retrofit-ting,2011,33(3):1-6.
[5]何涛,何三喜,孙伶俐.考虑土与上部结构共同作用的双塔楼连体结构地震反应分析[J].工程抗震与加固改造,2007,29(6):41-45.HE Tao,HE San-xi,SUN Ling-li.Seismic response anal-ysis of a double-tower connecting structure consideringdynamic soil-structure interaction[J].Earthquake Re-sistant Engineering and Retrofitting,2007,29(6):41-45.
[6]齐永正.地基-基础-上部结构共同作用三维数值模拟分析[J].岩土力学,2007,28(增刊):859-862.QI Yong-zheng.Three-dimension numerical simulationand analysis of interaction of foundation-subsoil and su-perstructure[J].Rock and Soil Mechanics,2007,28(Supp):859-862.
[7]韩小雷,何伟球,郑宜,等.框支剪力墙结构楼层侧向刚度比初探[J].工程力学,2010,27(4):125-132.HAN Xiao-lei,HE Wei-qiu,ZHENG Yi,et al.Prelimi-nary study of inter-story lateral stiffness ratio in frame-supported shear-wall structure[J].Engineering Mechan-ics,2010,27(4):125-132.
[8]陆铁坚,李丽梅,林国章.用ANSYS分析高层钢-混凝土混合结构的地震反应[J].铁道科学与工程学报,2007,4(3):32-37.LU Tie-jian,LI Li-mei,LIN Guo-zhang.Application ofANSYS to seismic response analysis of tall steel-concretehybrid structure[J].Journal of Railway Science and En-gineering,2007,4(3):32-37.
[9]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007.LV Xi-lin.Theory and application of seismic for complexhigh-rise structures[M].Beijing:Science Press,2007.
[10]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.LIU Jing-bo,LYan-dong.A direct method for analysisof dynamic soil-structure interaction[J].China CivilEngineering Journal,1998,31(3):55-64.
[11]刘立平.水平地震作用下桩-土-上部结构弹塑性动力相互作用分析[D].重庆:重庆大学,2004.LIU Li-ping.Study on pile-soil-superstructure elasto-plastic dynamic interaction under the horizontal earth-quake action[D].Chongqing:Chongqing University,2004.
[12]舒兴平,毛健宇,黄伟,等.型钢混凝土框支框架-混凝土核心筒结构抗震性能分析[J].湖南大学学报,2010,37(12):7-12.SHU Xing-ping,MAO Jian-yu,HUANG Wei,et al.Anti-seismic performance analysis of steel reinforcedconcrete frame supported by frame concrete core structure[J].Journal of Hunan University,2010,37(12):7-12.
[13]JGJ3—2002,高层建筑混凝土结构技术规程[S].JGJ 3—2002,Technical specification for concrete struc-ture of tall building[S].
[14]张风岭,周德源.影响框支剪力墙结构抗震性能的主要因素[J].住宅科技,1998(10):17-20.ZHANG Feng-ling,ZHOU De-yuan.Study on influencefactor of superstructure and subsoil interaction effect[J].Residence Technology,1998(10):17-20.
[2]GB500ll—20l0,建筑抗震设计规范[S].GB 50011—20l0,Code for seismic design of building[S].
[3]刘洁平,张令心.高层建筑土-结构相互作用地震反应简化评估方法[J].土木工程学报,2010,43(12):28-34.LIU Jie-ping,ZHANG Ling-xin.A simplified assessmentmethod for seismic response analysis of soil-structure in-teraction of high-rise buildings[J].China Civil Engi-neering Journal,2010,43(12):28-34.
[4]荣峰,刘建伟,王奎,等.基于土-结构相互作用的高层建筑三维地震反应分析[J].工程抗震与加固改造,2011,33(3):1-6.RONG Feng,LIU Jian-wei,WANG Kui,et al.3D Seismicresponse of tall building based on soil-structure interac-tion[J].Earthquake Resistant Engineering and Retrofit-ting,2011,33(3):1-6.
[5]何涛,何三喜,孙伶俐.考虑土与上部结构共同作用的双塔楼连体结构地震反应分析[J].工程抗震与加固改造,2007,29(6):41-45.HE Tao,HE San-xi,SUN Ling-li.Seismic response anal-ysis of a double-tower connecting structure consideringdynamic soil-structure interaction[J].Earthquake Re-sistant Engineering and Retrofitting,2007,29(6):41-45.
[6]齐永正.地基-基础-上部结构共同作用三维数值模拟分析[J].岩土力学,2007,28(增刊):859-862.QI Yong-zheng.Three-dimension numerical simulationand analysis of interaction of foundation-subsoil and su-perstructure[J].Rock and Soil Mechanics,2007,28(Supp):859-862.
[7]韩小雷,何伟球,郑宜,等.框支剪力墙结构楼层侧向刚度比初探[J].工程力学,2010,27(4):125-132.HAN Xiao-lei,HE Wei-qiu,ZHENG Yi,et al.Prelimi-nary study of inter-story lateral stiffness ratio in frame-supported shear-wall structure[J].Engineering Mechan-ics,2010,27(4):125-132.
[8]陆铁坚,李丽梅,林国章.用ANSYS分析高层钢-混凝土混合结构的地震反应[J].铁道科学与工程学报,2007,4(3):32-37.LU Tie-jian,LI Li-mei,LIN Guo-zhang.Application ofANSYS to seismic response analysis of tall steel-concretehybrid structure[J].Journal of Railway Science and En-gineering,2007,4(3):32-37.
[9]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007.LV Xi-lin.Theory and application of seismic for complexhigh-rise structures[M].Beijing:Science Press,2007.
[10]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.LIU Jing-bo,LYan-dong.A direct method for analysisof dynamic soil-structure interaction[J].China CivilEngineering Journal,1998,31(3):55-64.
[11]刘立平.水平地震作用下桩-土-上部结构弹塑性动力相互作用分析[D].重庆:重庆大学,2004.LIU Li-ping.Study on pile-soil-superstructure elasto-plastic dynamic interaction under the horizontal earth-quake action[D].Chongqing:Chongqing University,2004.
[12]舒兴平,毛健宇,黄伟,等.型钢混凝土框支框架-混凝土核心筒结构抗震性能分析[J].湖南大学学报,2010,37(12):7-12.SHU Xing-ping,MAO Jian-yu,HUANG Wei,et al.Anti-seismic performance analysis of steel reinforcedconcrete frame supported by frame concrete core structure[J].Journal of Hunan University,2010,37(12):7-12.
[13]JGJ3—2002,高层建筑混凝土结构技术规程[S].JGJ 3—2002,Technical specification for concrete struc-ture of tall building[S].
[14]张风岭,周德源.影响框支剪力墙结构抗震性能的主要因素[J].住宅科技,1998(10):17-20.ZHANG Feng-ling,ZHOU De-yuan.Study on influencefactor of superstructure and subsoil interaction effect[J].Residence Technology,1998(10):17-20.
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