钢筋混凝土框架结构直接基于损伤性能的抗震设计方法
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摘要
提出了钢筋混凝土框架结构直接基于地震损伤性能的抗震设计方法,改变已有研究采用的损伤验算思路。根据提出的地震损伤性能目标,将薄弱层的损伤指标作为结构整体损伤的控制指标,并结合Pushover分析方法从而进行结构直接基于损伤性能的抗震设计。给出的算例演示了钢筋混凝土框架结构直接基于损伤性能设计的全过程,研究表明直接基于损伤性能的抗震设计结果能够满足建筑抗震设计规范的基本要求。因此,本文提出的直接基于损伤性能设计方法是方便可行的,并使损伤指标在设计过程中真正起到控制作用。
Direct damage-based seismic design(DDSD) method is presented for RC frame structures.The former adopted idea of checking damage level is changed by this idea.The weak floor damage index is recognized as the whole damage control index.According to the specified damage performance level,DDSD method is carried out by combing pushover analysis method.The offered example demonstrates the whole design progress of DDSD method.The results show DDSD method can meet the demand of building design code spontaneously.Therefore,the presented DDSD method is convenient and feasible.The seismic design is actually controlled by damage index when running DDSD.
Direct damage-based seismic design(DDSD) method is presented for RC frame structures.The former adopted idea of checking damage level is changed by this idea.The weak floor damage index is recognized as the whole damage control index.According to the specified damage performance level,DDSD method is carried out by combing pushover analysis method.The offered example demonstrates the whole design progress of DDSD method.The results show DDSD method can meet the demand of building design code spontaneously.Therefore,the presented DDSD method is convenient and feasible.The seismic design is actually controlled by damage index when running DDSD.
引文
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[2]FEMA 273.NEHRP guidelines for seismic rehabilitation of buildings[S].Federal Emergency Management Agency,1997.
[3]SEAOC Vision 2000.A framework for performancebased engineering[S].Structural Engineering Association of California,1995.
[4]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-9.
[5]王启文,吕志军,雷婷.深圳迈瑞大厦超限结构抗震设计[J].建筑结构学报,2010(增刊1):87-93.
[6]杨学林,李晓良,茆诚,等.复杂超限高层建筑结构性能化设计研究与应用[J],建筑结构学报,2010(增刊2):5-11.
[7]PARK Y J,ANG A H-S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[8]PARK Y J,ANG A H-S.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,ASCE,1985,111(4):740-756.
[9]欧进萍,何政,吴斌,等.钢筋混凝土结构的地震损伤控制设计[J].建筑结构学报,2000,21(1):63-71.
[10]欧进萍,何政,吴斌,等.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.
[11]欧进萍,何政,吴斌,等.振戎中学食堂楼耗能减震分析与设计(Ⅱ)一能力谱法与地震损伤性能控制设计[J].地震工程与工程振动,2001,21(1):115-122.
[12]欧进萍,邹向阳,吴斌,等.振戎中学食堂楼耗能减震分析与设计(I)—反应谱法[J].地震工程与工程振动,2001,21(1):109-114.
[13]FAJFAR P.Equivalent ductility factors taking into account low-cycle fatigue[J].Earthquake Engineering and Structural Dynamics,1992.
[14]欧进萍,牛荻涛,王光远.非线性钢筋混凝土抗震结构的损失估计与优化设计[J].土木工程学报,1993,26(5).
[15]CHOPRA A K.Dynamics of structures:theory and applications to earthquake engineering[M].2nd ed.New Jersey:Prentice Hall.
[16]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39-48.
[17]REINHORN A M,VALLER R E,KUNNA TH S K.IDARC 2D version 6.1:user's guide[M].State University of New York at Buffalo,2006.
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