罕遇地震作用下HADAS加固某大跨度结构的静力弹塑性分析
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摘要
汶川大地震后,受影响的部分地区设防烈度进行了调整,设防烈度调整后大部分建筑尤其是公共建筑都进行了抗震加固,为了保证加固后结构的抗震性能,在大型复杂工程的结构分析中逐渐采用了基于性能分析方法。以地震时正在修建的某大跨度体育教学训练中心为背景,针对设防烈度提高由6度提高至7度的情况,采用Push-Over法对其采用软钢阻尼器加固前后的有限元模型进行7度罕遇地震作用下结构的弹塑性分析,研究该结构在7度罕遇地震作用下的内力、变形与破坏情况,比较加固前后结构模型的动力特性与抗震性能,研究结构在大震作用下的薄弱环节与塑性铰的分布特点。研究结果表明:加固前后模型均能满足7度罕遇地震抗倒塌验算,但是,原结构二层位置较为薄弱,容易发生局部破坏,而加固后结构刚度更为均匀,大震下的抗倒塌能力增强。
Seismic fortification intensity has been adjusted in some areas which were affected in the Wenchuan-earthquake.It was seismic strengthening for most of the buildings especially the public buildings after the adjustment.In order to ensure the seismic performance of the structure after reinforcement,the analysis method based on performance was gradually applied in the large and complex engineering structure analysis.A large span sports training center was used taking construction as background.According to the fact that the fortification intensity was improved from 6 degrees to 7 degrees,Push-Over method was used to analyze the structure's elastic-plastic performance under the action of the rare earthquake of 7 degrees by using the finite element models with the mild steel damper before and after reinforcement.The internal force,deformation and destruction of the structure were studied in the action of the rare earthquake,comparing the dynamic characteristics and seismic performance of the models,and researching distribution of weak links and plastic hinge of the models under the large earthquake.The results show that the models can meet collapse resistant checks under 7 degrees of the rare earthquake before and after reinforcement.The second floor of the original structure is relatively weak,and it can emerge local damage easily.But the structure's stiffness is more uniform after reinforcement,and the structure has large resistance of the collapsed ability.
Seismic fortification intensity has been adjusted in some areas which were affected in the Wenchuan-earthquake.It was seismic strengthening for most of the buildings especially the public buildings after the adjustment.In order to ensure the seismic performance of the structure after reinforcement,the analysis method based on performance was gradually applied in the large and complex engineering structure analysis.A large span sports training center was used taking construction as background.According to the fact that the fortification intensity was improved from 6 degrees to 7 degrees,Push-Over method was used to analyze the structure's elastic-plastic performance under the action of the rare earthquake of 7 degrees by using the finite element models with the mild steel damper before and after reinforcement.The internal force,deformation and destruction of the structure were studied in the action of the rare earthquake,comparing the dynamic characteristics and seismic performance of the models,and researching distribution of weak links and plastic hinge of the models under the large earthquake.The results show that the models can meet collapse resistant checks under 7 degrees of the rare earthquake before and after reinforcement.The second floor of the original structure is relatively weak,and it can emerge local damage easily.But the structure's stiffness is more uniform after reinforcement,and the structure has large resistance of the collapsed ability.
引文
[1]周云.耗能减震加固技术与设计方法[M].北京:科学出版社,2006.ZHOU Yun.Reinforcement design for earthquake resistantof energy dissipation structure[M].Beijing:Beijing Sci-ence Press,2006.
[2]GB50011—2001,建筑抗震设计规范[S].GB 50011—2001,Code in seismic design of buildings[S].
[3]Anil K C,Rakesh K G.A modal pushover analysis proce-dure to estimate seismic demands for buildings:Theory andPreliminary Evaluation[R].PEER Report,2001(03).Pacific Earthquake Engineering Research Center,Collegeof Engineering University of California Berkeley,2001.
[4]Skinnner R I,Kelly I M,Heine A J,et al.Hysteresisdampers for the protection for the protection of structuresfrom Earthquake[J].Bull N.Z,Nat Soc for EarthquakeEngineering,1980,13(1):22-26.
[5]Tyler R G.Tapered steel energy dissipaters for earthquakeresistant structures[J].Bulletin of New Zealand NationalSociety for Earthquake Engineering,1978,11(4):282-294.
[6]李斌.高层建筑结构模态分析方法的应用[D].上海:同济大学,2006.LI Bin.Application study on structural modal analysismethod for high-rise buildings[D].Shanghai:Tongji U-niversity,2006.
[7]叶燎原,潘文.结构静力弹塑性分析原理和计算实例[J].建筑结构学报,2000,21(1):37-42.YE Liao-yuan,PAN Wen.Structure Pushover analysisprinciples and an example[J].Journal of Building Struc-tures,2000,21(1):37-42.
[8]汪大绥,贺军利,张凤新.静力弹塑性分析(Pushover A-nalysis)的基本原理和计算实例[J].世界地震工程,2004,20(1):45-53.WANG Da-sui,HE Jun-li,ZHANG Feng-xin.The basicprinciples and an example of the nonlinear static analysis(on Pushover Analysis)[J].World Earthquake Engi-neering,2004,20(1):45-53.
[9]ATC40,Seismic evaluation and retrofit of concrect Build-ings[S].
[10]Prestandand and commentary for the Seismic Rehabilita-tion of Buildings[S].Federal Emergency ManagementAgency.FEMA 356/November,2000.
[11]北京金土木软件技术有限公司.Sap2000中文版使用指南[M].北京:中国建筑工业出版社,2009.Beijing Golden civil Software Technologies Ltd.TheSap2000 of Chinese edition guide[M].Beijing:ChinaBuilding Industry Press,2009.
[2]GB50011—2001,建筑抗震设计规范[S].GB 50011—2001,Code in seismic design of buildings[S].
[3]Anil K C,Rakesh K G.A modal pushover analysis proce-dure to estimate seismic demands for buildings:Theory andPreliminary Evaluation[R].PEER Report,2001(03).Pacific Earthquake Engineering Research Center,Collegeof Engineering University of California Berkeley,2001.
[4]Skinnner R I,Kelly I M,Heine A J,et al.Hysteresisdampers for the protection for the protection of structuresfrom Earthquake[J].Bull N.Z,Nat Soc for EarthquakeEngineering,1980,13(1):22-26.
[5]Tyler R G.Tapered steel energy dissipaters for earthquakeresistant structures[J].Bulletin of New Zealand NationalSociety for Earthquake Engineering,1978,11(4):282-294.
[6]李斌.高层建筑结构模态分析方法的应用[D].上海:同济大学,2006.LI Bin.Application study on structural modal analysismethod for high-rise buildings[D].Shanghai:Tongji U-niversity,2006.
[7]叶燎原,潘文.结构静力弹塑性分析原理和计算实例[J].建筑结构学报,2000,21(1):37-42.YE Liao-yuan,PAN Wen.Structure Pushover analysisprinciples and an example[J].Journal of Building Struc-tures,2000,21(1):37-42.
[8]汪大绥,贺军利,张凤新.静力弹塑性分析(Pushover A-nalysis)的基本原理和计算实例[J].世界地震工程,2004,20(1):45-53.WANG Da-sui,HE Jun-li,ZHANG Feng-xin.The basicprinciples and an example of the nonlinear static analysis(on Pushover Analysis)[J].World Earthquake Engi-neering,2004,20(1):45-53.
[9]ATC40,Seismic evaluation and retrofit of concrect Build-ings[S].
[10]Prestandand and commentary for the Seismic Rehabilita-tion of Buildings[S].Federal Emergency ManagementAgency.FEMA 356/November,2000.
[11]北京金土木软件技术有限公司.Sap2000中文版使用指南[M].北京:中国建筑工业出版社,2009.Beijing Golden civil Software Technologies Ltd.TheSap2000 of Chinese edition guide[M].Beijing:ChinaBuilding Industry Press,2009.
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