密肋复合板结构中各构件的耗能分配比例关系研究
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摘要
密肋复合板结构的地震能量反应分析,是该类结构研究及应用领域的重要课题。作为实现地震能量反应分析的核心环节,准确确定结构中各类构件耗能需求的分配比例关系,是有效完成该类研究的重要基础。基于已开发的密肋复合板结构非线性数值分析模型,对满足现行规范规程设计要求的15个密肋复合板结构在10条地震波下的150个算例,进行罕遇地震下的弹塑性时程分析,提出并建立滞回耗能需求基于构件类型的分配比例实用计算公式。对比研究表明,计算式可用于15层及以下密肋复合板结构滞回耗能分配比例的计算求解。
The analysis of seismic energy responses of multi-ribbed composite slab structures( MRSS) was an important subject in the research and application field of MRSS. The distribution proportions of hysteretic energy related to component was a keypoint to realize the analysis of seismic energy responses. Based on the developed nonlinear numerical analysis model of MRSS,elasto-plastic time-history analyses were carried out on 150 examples,each of 15 MRSS under 10 seismic waves with large-earthquake level,which were designed according to current related codes and specifications. A series of formulas for distribution proportions of hysteretic energy related to component of MRSS were proposed and established. The comparative studies showed that the proposed formulas could be used in MRSS whose total number of storeies was less than 15.
The analysis of seismic energy responses of multi-ribbed composite slab structures( MRSS) was an important subject in the research and application field of MRSS. The distribution proportions of hysteretic energy related to component was a keypoint to realize the analysis of seismic energy responses. Based on the developed nonlinear numerical analysis model of MRSS,elasto-plastic time-history analyses were carried out on 150 examples,each of 15 MRSS under 10 seismic waves with large-earthquake level,which were designed according to current related codes and specifications. A series of formulas for distribution proportions of hysteretic energy related to component of MRSS were proposed and established. The comparative studies showed that the proposed formulas could be used in MRSS whose total number of storeies was less than 15.
引文
[1]JGJ/T 275—2013密肋复合板结构技术规程[S].
[2]黄炜,张程华,姚谦峰,等.密肋壁板结构弹塑性计算模型研究[J].振动与冲击,2011,30(2):233-237.
[3]袁泉.密肋壁板轻框结构非线性地震反应分析[D].西安:西安建筑科技大学,2003.
[4]贾英杰.中高层密肋复合墙结构计算理论及设计方法研究[D].西安:西安建筑科技大学,2004.
[5]黄炜,陈国新,姚谦峰.密肋复合墙体在拟动力试验下的抗震性能研究[J].振动与冲击,2007,26(3):53-58.
[6]张杰.密肋复合墙板受力性能及斜截面承载力实用设计计算方法研究[D].西安:西安建筑科技大学,2005.
[7]黄炜.密肋复合墙体抗震性能及设计理论研究[D].西安:西安建筑科技大学,2004.
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[9]刘海涛,姚谦峰,汪训流,等.复杂受力状态下密肋复合墙体框格有限元模拟[J].华中科技大学学报:自然科学版,2011,39(5):47-50.
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[11]袁泉,刘海涛,汪训流,等.密肋复合板结构非线性数值分析模型研究与验证[J].建筑结构学报,2013,34(5):151-157.
[12]包世华,方鄂华.高层建筑结构设计[M].北京:清华大学出版社,1994.
[13]GB 50011—2010建筑抗震设计规范[S].
[14]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76-81
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[2]黄炜,张程华,姚谦峰,等.密肋壁板结构弹塑性计算模型研究[J].振动与冲击,2011,30(2):233-237.
[3]袁泉.密肋壁板轻框结构非线性地震反应分析[D].西安:西安建筑科技大学,2003.
[4]贾英杰.中高层密肋复合墙结构计算理论及设计方法研究[D].西安:西安建筑科技大学,2004.
[5]黄炜,陈国新,姚谦峰.密肋复合墙体在拟动力试验下的抗震性能研究[J].振动与冲击,2007,26(3):53-58.
[6]张杰.密肋复合墙板受力性能及斜截面承载力实用设计计算方法研究[D].西安:西安建筑科技大学,2005.
[7]黄炜.密肋复合墙体抗震性能及设计理论研究[D].西安:西安建筑科技大学,2004.
[8]田洁.框支密肋复合墙结构非线性地震反应分析及基于损伤性能的抗震能力评估方法研究[D].西安:西安建筑科技大学,2007.
[9]刘海涛,姚谦峰,汪训流,等.复杂受力状态下密肋复合墙体框格有限元模拟[J].华中科技大学学报:自然科学版,2011,39(5):47-50.
[10]刘海涛.密肋复合板结构非线性数值模型研究与地震能量反应分析[D].北京:北京交通大学,2012.
[11]袁泉,刘海涛,汪训流,等.密肋复合板结构非线性数值分析模型研究与验证[J].建筑结构学报,2013,34(5):151-157.
[12]包世华,方鄂华.高层建筑结构设计[M].北京:清华大学出版社,1994.
[13]GB 50011—2010建筑抗震设计规范[S].
[14]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76-81
[15]Pacific Earthquake Engineering Research Center.PEER Strong Motion Database[EB/OL].California:Berkley University,2005[2014-09].http://peer.berkeley.edu/smcat/index.html.
[16]缪志伟.钢筋混凝土框架剪力墙结构基于能量抗震设计方法研究[D].北京:清华大学,2009.
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