Kratzig及Park-Ang损伤指数模型比较研究
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摘要
随着基于性能抗震设计理论的发展,地震损伤模型在建立性态目标方面受到重视。为了对基于能量的Kratzig模型作进一步的发展和完善,并与目前常用的Park-Ang模型作比较,首先进行6个不同轴压比的钢筋混凝土框架柱的低周反复加载试验,对试件各循环加载的损伤情况进行详细的描述,在此基础上分别用两种模型计算各构件每一级加载的损伤指标,并与试验现象进行对照。将计算结果与有关文献提出的损伤指数抗震设防目标比较,提出Krizig模型对应的设防目标指数范围;对损伤指数目标、模型合理性进行分析。研究结果表明,Park-Ang过低估计构件的损伤,认为基于能量的Krizig模型更符合构件的塑形变形性能。
With the development of performance-based seismic design theory,the damage index model of seismic behavior receives attention for establishment of quantitative criteria in performance-based seismic design.In order to develop the Kratzig damage model and compare with the Park-Ang model,tests of six reinforced concrete frame columns with different axial compression ratios under low cyclic loading were conducted.The damage indices of each loading level for each of the two models were calculated.The damage conditions of every column on each loading level were described and the damage indices compared.After comparing the damage indices with the fortification desired seismic damage indices from the literature,the range of seismic damage index was put forward based for the Kriatzig model.The comparison indicates that the Park-Ang model gave lower damage values,and the Kratzig model was in accordance with the plastic properties of the frame columns.
With the development of performance-based seismic design theory,the damage index model of seismic behavior receives attention for establishment of quantitative criteria in performance-based seismic design.In order to develop the Kratzig damage model and compare with the Park-Ang model,tests of six reinforced concrete frame columns with different axial compression ratios under low cyclic loading were conducted.The damage indices of each loading level for each of the two models were calculated.The damage conditions of every column on each loading level were described and the damage indices compared.After comparing the damage indices with the fortification desired seismic damage indices from the literature,the range of seismic damage index was put forward based for the Kriatzig model.The comparison indicates that the Park-Ang model gave lower damage values,and the Kratzig model was in accordance with the plastic properties of the frame columns.
引文
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[2]Powell G H,Allahabadi R.Seismic damage prediction bydeterministic method:concept and procedures[J].Earthquake Engineering and Structural Dynamics,1988,16:719-734
[3]Roufaiel MS L,Meyer C.Analytical modeling of hystereticbehaviour of R/C frames[J].Journal of StructuralEngineering,1987,13(3):429-444
[4]Kratzig W B,Meyer I F,Meskouris K.Damage evolutionin reinforced concrete members under cyclic loading[C]//Proceedings of 5th International Conference on StructuralSafety and Reliability.San Francisco,1989:795-802
[5]Park Y J,Ang H S.Mechanistric seismic damage modelfor reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722-739
[6]Kunnath S K,Reinhorn A M,Lobo R F.IDARC Version3.0:A program for the inelastic damage analysis of R/Cstructures[R].Buffalo:State University of NewYork,1992
[7]牛荻涛,任利杰.改进的钢筋混凝土结构双参数地震破坏模型[J].地震工程与工程振动,1996,16(4):44-54(Niu Ditao,Ren Lijie.A modified seismic damagemodel with double variables for reinforced concretestructures[J].Earthquake Engineering and EngineeringVibration,1996,16(4):44-54(in Chinese))
[8]王东升,冯启民,王国新.考虑低周疲劳寿命的改进Park-Ang地震损伤模型[J].土木工程学报,2004,37(11):41-49(Wang Dongsheng,Feng Qimin,WangGuoxin.A modified Park-Ang seismic damage modelconsidering low-cycle fatigue life[J].China CivilEngineering Journal,2004,37(11):41-49(inChinese))
[9]叶献国.建筑结构弹塑性地震反映中的能量表达及应用[J].合肥工业大学学报,1998,21(5):9-16(YeXianguo.Engergy expressions of earthquake response anddamage in inelastic structures and applications[J].Journalof Hefei University of Technology,1998,21(5):9-16(inChinese))
[10]Uang C M,Bertero V V.Use of energy as a design criterionin earthquake resistant design[R].Berkeley:University ofCaliforia,1988
[11]周云,周福霖.耗能减震体系的能量设计方法[J].世界地震工程,1997,13(4):7-13(Zhou Yun,ZhouFulin.Energy design method for structural system withenergy dissipative devices[J].World Information onEarthquake Engineering,1997,13(4):7-13(inChinese))
[12]王亚勇.关于设计反应谱、时程法和能量方法的探讨[J].建筑结构学报,2000,21(1):21-28(WangYayong.A reviewof seismic response spectra,time historyand energy method[J].Journal of Building Structures,2000,21(1):21-28(in Chinese))
[13]The International Federation for Structural Concrete.CEB-FIP Displacement-based seismic design of reinforcedconcrete buildings[R].Lausanne,Switzerland:TheInternational Federation for Structural Concrete,2003
[14]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):63-70(OuJinping,He Zheng,Wu Bin,et al.Seismic damagecontrol design of reinforced concrete structures[J].Journalof Building Structures,2000,21(1):63-70(inChinese))
[15]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修正[J].地震工程与工程振动,2005,25(5):73-79(Fu Jianping,WangMin,Bai Shaoliang.Identification and modification of thePark-Ang criterion for failure of RC structures[J].Earthquake Engineering and Engineering Vibration,2005,25(5):73-79(in Chinese))
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