不同时期建造的混凝土框架结构建筑物抗震能力评估
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摘要
目的研究依据不同时期《建筑抗震设计规范》建造的混凝土框架结构建筑物抗震能力的差异.方法基于Pushover分析方法,建立依据不同的《建筑抗震设计规范》建造混凝土框架结构三维分析模型,采用SAP2000软件对结构进行分析,根据能力谱法,将Pushover曲线转换为能力谱曲线,将规范中的设计反应谱转换得到弹塑性需求谱,通过能力谱和需求谱的叠加,求出结构的性能点,进而得到结构的顶点位移及塑性铰分布、层间位移角和楼层位移,从而得到框架结构的抗震能力.结果通过一个5层混凝土框架结构教学楼的抗震能力分析,分别得到依据我国1974年、1989年和2001年《建筑抗震设计规范》建造的建筑物能力谱曲线和达到性能点时的塑性铰发展过程.结论依据不同的《建筑抗震设计规范》建造的建筑物抗震能力差异明显,建议在抗震能力评估时,应给予充分考虑.
In order to study the difference of the seismic resistant capacity of reinforced concrete frame buildings which are constructed according to the code for seismic design of buildings of China in different periods,the model of the tri-dimensional analysis of reinforced concrete frame building based on the code for seismic design of buildings of China in different periods is set up by using pushover method.By using SAP2000 general software,seismic analysis of reinforced concrete frame building is completed.Pushover curve is converted to capacity spectrum curve based on capacity spectrum method.The designing response spectrum in the code for seismic design of buildings of China is converted to elasticity demand spectrum.The top displacement,floor displacements,inter-story drift angles and distribution of plastic hinges of structure are obtained,and then,seismic resistant capacity of reinforced concrete frame building is obtained.Seismic resistant capacity of a five-storey reinforced concrete frame classroom building is analyzed;capacity spectrum curves and development processes of plastic hinges of reinforced concrete frame building based on the code for seismic design of buildings of China in 1974,1989 and 2001 are obtained respectively.There are obvious differences in the seismic resistant capacities of reinforced concrete frame building based on the code for seismic design of buildings of China in different periods,for this reason,seismic resistant capacity assessment of reinforced concrete frame buildings should consider variant edition of the code for seismic design of buildings of China.
In order to study the difference of the seismic resistant capacity of reinforced concrete frame buildings which are constructed according to the code for seismic design of buildings of China in different periods,the model of the tri-dimensional analysis of reinforced concrete frame building based on the code for seismic design of buildings of China in different periods is set up by using pushover method.By using SAP2000 general software,seismic analysis of reinforced concrete frame building is completed.Pushover curve is converted to capacity spectrum curve based on capacity spectrum method.The designing response spectrum in the code for seismic design of buildings of China is converted to elasticity demand spectrum.The top displacement,floor displacements,inter-story drift angles and distribution of plastic hinges of structure are obtained,and then,seismic resistant capacity of reinforced concrete frame building is obtained.Seismic resistant capacity of a five-storey reinforced concrete frame classroom building is analyzed;capacity spectrum curves and development processes of plastic hinges of reinforced concrete frame building based on the code for seismic design of buildings of China in 1974,1989 and 2001 are obtained respectively.There are obvious differences in the seismic resistant capacities of reinforced concrete frame building based on the code for seismic design of buildings of China in different periods,for this reason,seismic resistant capacity assessment of reinforced concrete frame buildings should consider variant edition of the code for seismic design of buildings of China.
引文
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[9]Marante M E,Flórez-López J.Model of damage forRC elements subjected to biaxial bending[J].Engi-neering Structure,2002,24(9):1141-1152.
[10]Federal Emergency Management Agency.Guidelines and commentary for the seismic rehabilitation of buildings[S].FEMA273&274,1998.
[11]Krawinkler H,Senerviratna G D P L.Pros and eons of a push-over analysis of seismic performance eval-uation[J].Engineering Structures,1998,20(4):452-464.
[12]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engi-neering structure,2001,23:407-424.
[13]Jan T S,Liu Mingwei,Kao Y C.An upper-bound pushover analysis procedure for estimating the seis-mic demands of high buildings[J].Engineering Structures,2004,26(2):117-128.
[2]薛素铎,赵军,高向宇.建筑抗震设计[M].北京:科学出版社,2003.(Xue Suduo,Zhao Jun,Gao Xiangyu.Seismic design of buildings[M].Beijing:Science Press,2003.)
[3]谢礼立.2008年汶川特大地震的教训[J].中国工程科学,2009,11(6):28-35.(Xie Lili.The lessons of the Wenchuan earthquake in2008[J].China Engineering Science,2009,11(6):28-35.)
[4]张延年.耦合地震作用下结构振动控制与优化[M].哈尔滨:哈尔滨工业大学出版社,2008.(Zhang Yannian.Coupled seismic structural vibra-tion under control and optimization[M].Harbin:Harbin Institute of Technology Press,2008.)
[5]陈伏立.PUSHOVER法评估已建建筑结构抗震性能[D].福建:福州大学土木工程学院,2003:2-4.(Chen Fuli.PUSHOVER evaluation of seismic per-formance of existed building structures[D].School of Civil Engineering,Fuzhou University,2003,2-4.)
[6]张巍,孟少平,吕志涛.预应力混凝土框架结构抗震能力的能量评估法[J].东南大学学报报:自然科学版,2001,31(6):1-3.(Zhang Wei,Meng Shaoping,Lu Zhitao.Prestressedconcrete frame structure on the seismic capacity of the energy assessment methods[J].Journal of South-east University:Natural Science Edition,2001,31(6):1-3.)
[7]Faella G.Evaluation of the R/C structures seismic response by means of nonlinear static pushover ana-lyses[C].Mexico:Eleventh World Conference on Earthquake Engineering,1996:11-16.
[8]叶献国,周锡元.建筑结构地震反应简化分析方法的进一步改进[J].合肥工业大学学报:自然科学版,2000,23(2):150-151.(Ye xianguo,Zhou Xiyuan.Seismic response of building structures simplified analysis method for fur-ther improvement[J].Journal of Hefei University of Technology:Natural Science,2000,23(2):150-151.)
[9]Marante M E,Flórez-López J.Model of damage forRC elements subjected to biaxial bending[J].Engi-neering Structure,2002,24(9):1141-1152.
[10]Federal Emergency Management Agency.Guidelines and commentary for the seismic rehabilitation of buildings[S].FEMA273&274,1998.
[11]Krawinkler H,Senerviratna G D P L.Pros and eons of a push-over analysis of seismic performance eval-uation[J].Engineering Structures,1998,20(4):452-464.
[12]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engi-neering structure,2001,23:407-424.
[13]Jan T S,Liu Mingwei,Kao Y C.An upper-bound pushover analysis procedure for estimating the seis-mic demands of high buildings[J].Engineering Structures,2004,26(2):117-128.
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