带拱式转换层高层结构弹塑性分析
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摘要
为了给带拱式转换层高层结构的抗震设计提供参考依据,分析了带拱式转换层高层结构地震反应的动力弹塑性性能,研究了该结构薄弱层位置以及塑性铰在结构中的分布,表明该结构若满足抗震要求,应对结构进行加强:对Ⅰ、Ⅱ、Ⅲ类场地,转换层底部柱承载力增大系数分别取1.3、1.9和2.2;而转换层相邻上部柱及转换层下弦杆跨中的承载力增大系数分别取1.25和3.5;由此采用Pushover法分析了该结构楼层最大侧移与楼层最大层间位移角,以及结构达到最大层间位移角时塑性铰分布,结果表明采用上述加强措施后该结构薄弱部位转移到上部楼层中,且该结构塑性铰分布较合理。最后,根据Pushover法对该结构进行了抗震性能评估,结果表明该结构采用上述措施加强后,能满足7度(0.15 g)设防烈度的抗震要求。
The objective of the paper is to provide some basis for the seismic design of high-rise buildings with arch transition floor.Based on the earthquake response of the high-rise buildings,their dynamic elastoplastic characteristics were studied.The location of weak zones and the distribution of plastic hinges were analyzed,and the results indicated that the following reinforcement measures should be taken for seismic resistance: the reinforcement coefficients of bearing capacity of the columns under the transition floor were 1.3,1.9 and 2.2 for sites of Ⅰ,Ⅱ and Ⅲ,respectively,and the reinforcement coefficients of the columns in the adjacent storey above the transition floor and of the midspan of the lower chord were 1.25 and 3.5,respectively.According to the aforementioned researches,the maximum lateral displacement and displacement angle of storey and the distribution of plastic hinges when the displacement angle of storey reached the maximum value were analyzed by the Pushover method,and the results indicated that the weak zone transferred to the storey above the transition floor and plastic hinges were distributed more rationally after the reinforcement of the structure.Finally,the seismic performance of the structure was evaluated by the Pushover method,which indicated that the reinforced structure satisfied the seismic requirement of seismic precautionary intensity of 7(0.15 g).
The objective of the paper is to provide some basis for the seismic design of high-rise buildings with arch transition floor.Based on the earthquake response of the high-rise buildings,their dynamic elastoplastic characteristics were studied.The location of weak zones and the distribution of plastic hinges were analyzed,and the results indicated that the following reinforcement measures should be taken for seismic resistance: the reinforcement coefficients of bearing capacity of the columns under the transition floor were 1.3,1.9 and 2.2 for sites of Ⅰ,Ⅱ and Ⅲ,respectively,and the reinforcement coefficients of the columns in the adjacent storey above the transition floor and of the midspan of the lower chord were 1.25 and 3.5,respectively.According to the aforementioned researches,the maximum lateral displacement and displacement angle of storey and the distribution of plastic hinges when the displacement angle of storey reached the maximum value were analyzed by the Pushover method,and the results indicated that the weak zone transferred to the storey above the transition floor and plastic hinges were distributed more rationally after the reinforcement of the structure.Finally,the seismic performance of the structure was evaluated by the Pushover method,which indicated that the reinforced structure satisfied the seismic requirement of seismic precautionary intensity of 7(0.15 g).
引文
[1]傅传国,梁书亭,马辉.钢管混凝土梁式转换层结构抗震性能试验研究[J].建筑结构,2003,30(4):18-20.
[2]徐培福,王翠坤,浩锐坤.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2003,30(1):24-27.
[3]冯建.高层建筑预应力混凝土曲梁转换层结构的研究与应用[D].南京:东南大学土木工程学院,2000.
[4]戴国亮,蒋永生,梁书亭,等.迭层空腹桁架转换层结构拟动力地震反应试验研究[J].工业建筑,2001,31(6):66-68.
[5]唐兴荣,蒋永生,丁大均.预应力混凝土桁架转换层结构的试验研究和设计建议[J].土木工程学报,2001,34(4):32-39.
[6]唐兴荣,姚江峰.带转换层高层建筑结构的弹塑性地震反应分析[J].南京工业大学学报,2006,28(3):33-38.
[7]刘伟庆,王贵华,戴雅萍.带箱型转换层高层建筑结构的抗震性能研究[J].南京工业大学学报,2009,31(3):1-10.
[8]张敏,梁炯丰.拱式转换层结构竖向受力分析[J].工业建筑,2008,38(5):46-49.
[9]张敏,梁炯丰.拱式转换层结构多遇地震反应分析[J].工业建筑,2008,38(10):42-47.
[10]张敏,王晓东.拱式转换层结构的试验研究[J].建筑科学,2010,26(1):33-38.
[11]DAI G L,TONG X D,HUANG X H,et al.Application of laminated vierendeel truss in high-position transfer story struc-ture[J].Journal of Southeast University(English Edition),2005,6(2):49-53.
[12]LI Y R,QIU T,SUN B N.Elastic-plastic study on high building with SRC transferring story[J].Journal of Zhejiang Uni-versity,2006,7(3):407-414.
[13]LI J H,SU R K L,CHANDLER A M.Assessment of low-rise building with transfer beam under seismic forces[J].Engi-neering Structures,2003,25(12):1537-1549.
[14]LONDHE R S.Shear capacity of reinforced concrete transfer beams reinforced with longitudinal steel[J].Journal of Struc-tural Engineering(Madras),2008,35:190-194.
[15]陈麟,胡晓,张春梅,等.巨型钢框撑—混凝土核心筒结构的性能分析[J].广西大学学报:自然科学版,2011,36(4):35-38.
[16]施金平,赵明水,荣维生,等.高层建筑中高位箱形转换层结构的抗震设计[J].工程抗震与加固改造,2005,12(6):22-26.
[2]徐培福,王翠坤,浩锐坤.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2003,30(1):24-27.
[3]冯建.高层建筑预应力混凝土曲梁转换层结构的研究与应用[D].南京:东南大学土木工程学院,2000.
[4]戴国亮,蒋永生,梁书亭,等.迭层空腹桁架转换层结构拟动力地震反应试验研究[J].工业建筑,2001,31(6):66-68.
[5]唐兴荣,蒋永生,丁大均.预应力混凝土桁架转换层结构的试验研究和设计建议[J].土木工程学报,2001,34(4):32-39.
[6]唐兴荣,姚江峰.带转换层高层建筑结构的弹塑性地震反应分析[J].南京工业大学学报,2006,28(3):33-38.
[7]刘伟庆,王贵华,戴雅萍.带箱型转换层高层建筑结构的抗震性能研究[J].南京工业大学学报,2009,31(3):1-10.
[8]张敏,梁炯丰.拱式转换层结构竖向受力分析[J].工业建筑,2008,38(5):46-49.
[9]张敏,梁炯丰.拱式转换层结构多遇地震反应分析[J].工业建筑,2008,38(10):42-47.
[10]张敏,王晓东.拱式转换层结构的试验研究[J].建筑科学,2010,26(1):33-38.
[11]DAI G L,TONG X D,HUANG X H,et al.Application of laminated vierendeel truss in high-position transfer story struc-ture[J].Journal of Southeast University(English Edition),2005,6(2):49-53.
[12]LI Y R,QIU T,SUN B N.Elastic-plastic study on high building with SRC transferring story[J].Journal of Zhejiang Uni-versity,2006,7(3):407-414.
[13]LI J H,SU R K L,CHANDLER A M.Assessment of low-rise building with transfer beam under seismic forces[J].Engi-neering Structures,2003,25(12):1537-1549.
[14]LONDHE R S.Shear capacity of reinforced concrete transfer beams reinforced with longitudinal steel[J].Journal of Struc-tural Engineering(Madras),2008,35:190-194.
[15]陈麟,胡晓,张春梅,等.巨型钢框撑—混凝土核心筒结构的性能分析[J].广西大学学报:自然科学版,2011,36(4):35-38.
[16]施金平,赵明水,荣维生,等.高层建筑中高位箱形转换层结构的抗震设计[J].工程抗震与加固改造,2005,12(6):22-26.
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