基于有效耗能的改进Park-Ang双参数损伤模型及其计算研究
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摘要
Park-Ang双参数地震损伤模型考虑了地震作用的首次超越破坏与累积损伤破坏两方面因素,较好的定义了结构的破坏,被后续研究广泛应用,但无法区分不同幅值作用下结构破坏的差异。分析了不同位移幅值下钢筋混凝土柱的破坏特点,研究了结构损伤与结构耗能之间的关系。试验表明弹性阶段(位移幅值小于一倍屈服位移)的试件几乎不发生破坏,造成钢筋混凝土柱破坏的能量集中在相持阶段和破坏阶段,定义非弹性阶段引起结构破坏的滞回耗能为导致结构破坏的有效耗能。基于有效耗能假设引入有效耗能因子e,提出了改进的Park-Ang双参数地震损伤模型。对建议模型进行了21组钢筋混凝土柱的试验数据验证,计算结果表明:有效耗能因子可以反映相同耗能下不同位移幅值引起的结构破坏差异,有效耗能因子e物理意义明确,改进后的双参数地震损伤模型计算精度高,离散性小,能够区分不同位移幅值下钢筋混凝土柱的破坏差异,较好地评估了RC结构的损伤性能。
The Park-Ang double parameter seismic damage model has been widely used due to the consideration of first exceedance failure and cumulative damage failure in terms of defining the structural damage under earthquake.However,it does not consider the differences between structural failures with different displacement amplitudes.Based on past experimental research,the damage properties of the reinforced concrete columns under different displacement amplitudes were mainly analyzed,and the relationship between the structure damage and the structural energy dissipation was studied.Past experiments indicated the specimens scarcely failed during the elastic stage,but failed when more energy obsorbed during the developing and fail stage.In this study,effective energy dissipation is proposed instead of using hysteric energy dissipation when describing the cause of structural damage during the inelastic stage.It is suggested that the hysteric energy dissipation during the non-elastic stage is termed as the effective energy dissipation that causes structure failure.Based on the assumption of effective energe dissipation,the effective energy dissipation factor is introduced and a modified Park-Ang double-parameter seismic damage model is proposed.The proposed model is verified by the test data of 21groups of reinforced concrete columns.With the same dissipated energy,the effective energy dissipation factor is proved to show the differences between the structural failures led by different displacement amplitudes.The Definition of the effective energy dissipation factor is thusly explicit,the double parameter seismic damage model is improved with higher computational accuracy and less discreteness,it also tell the failure differences between the reinforced concrete columns under different displacement amplitudes and evaluate the damage level of the RC structure well.
The Park-Ang double parameter seismic damage model has been widely used due to the consideration of first exceedance failure and cumulative damage failure in terms of defining the structural damage under earthquake.However,it does not consider the differences between structural failures with different displacement amplitudes.Based on past experimental research,the damage properties of the reinforced concrete columns under different displacement amplitudes were mainly analyzed,and the relationship between the structure damage and the structural energy dissipation was studied.Past experiments indicated the specimens scarcely failed during the elastic stage,but failed when more energy obsorbed during the developing and fail stage.In this study,effective energy dissipation is proposed instead of using hysteric energy dissipation when describing the cause of structural damage during the inelastic stage.It is suggested that the hysteric energy dissipation during the non-elastic stage is termed as the effective energy dissipation that causes structure failure.Based on the assumption of effective energe dissipation,the effective energy dissipation factor is introduced and a modified Park-Ang double-parameter seismic damage model is proposed.The proposed model is verified by the test data of 21groups of reinforced concrete columns.With the same dissipated energy,the effective energy dissipation factor is proved to show the differences between the structural failures led by different displacement amplitudes.The Definition of the effective energy dissipation factor is thusly explicit,the double parameter seismic damage model is improved with higher computational accuracy and less discreteness,it also tell the failure differences between the reinforced concrete columns under different displacement amplitudes and evaluate the damage level of the RC structure well.
引文
[1]清华大学,西南交通大学,北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1―9.Civil and Structural Groups of Tsinghua University,Xinan Jiaotong University and Beijing JiaotongUniversity.Analysis on seismic damage of buildings inthe Wenchuan earthquake[J].Journal of BuildingStructures,2008,29(4):1―9.(in Chinese)
[2]刘伯权.抗震结构的破坏准则及可靠性分析[M].北京:中国建材工业出版社,1995:37―46.Liu Boquan.Criteria for seismic structural damage andreliability analysis[M].Beijing:China Building MaterialIndustry Publishing House,1995:37―46.(in Chinese)
[3]王东升,司炳君,艾庆华,等.改进的Park-Ang地震损伤模型及其比较[J].工程抗震与加固改造,2005,27(增刊):138―144.Wang Dongsheng,Si Bingjun,Ai Qinghua,et al.Acomparative study of modified Park-Ang model andPark-Ang model for structural seismic damageevaluation[J].Earthquake Resistant Engineering andRetrofitting,2005,27(Suppl):138―144.(in Chinese)
[4]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,Wang Guoxin.Amodified Park-Ang seismic damage model consideringlow-cycle fatigue life[J].China Civil EngineeringJournal,2004,37(11):41―49.(in Chinese)
[5]何利,叶献国.Kratzig及Park-Ang损伤指数模型比较研究[J].土木工程学报,2010,43(12):1―6.He Li,Ye Xianguo.Comparative study of Kratzig andPark-Ang damage index models[J].China CivilEngineering Journal,2010,43(12):1―6.(in Chinese)
[6]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,Wang Min,Bai Shaoliang.Identificationand modification of the Park-Ang criterion for failure ofRC structures[J].Earthquake Engineering andEngineering Vibration,2005,25(5):73―79.(in Chinese)
[7]Park Y J,Ang A H S.Mechanistic seismic damagemodel for reinforced concrete[J].Journal of StructuralEngineering,ASCE,1985,111(4):722―739.
[8]Park Y J,Ang A H S,Wen Y K.Seismic damageanalysis of reinforced concrete buildings[J].Journal ofStructural Engineering,ASCE,1985,111(4):740―756.
[9]陈林之,蒋欢军,吕西林.修正的钢筋混凝土结构Park-Ang损伤模型[J].同济大学学报(自然科学版),2010,38(8):1103―1107.Chen Linzhi,Jiang Huanjun,LüXilin.ModifiedPark-Ang damage model for reinforced concretestructures[J].Journal of Tongji University(NaturalScience),2010,38(8):1103―1107.(in Chinese)
[10]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 damage modelwith double variables for reinforced concrete structures[J].Earthquake Engineering and Engineering Vibration,1996,16(4):44―54.(in Chinese)
[11]陈永祁,龚思礼.结构在地震动时延性和累积塑性耗能的双重破坏准则[J].建筑结构学报,1986,7(1):35―48.Chen Yongqi,Gong Sili.Double control damage indexof structural ductility and dissipated energy duringearthquake[J].Journal of Building Structures,1986,7(1):35―48.(in Chinese)
[12]Rao P S,Sarma B S,Lakshmanan N,et al.Damagemodel for reinforced concrete elements under cyclicloading[J].ACI Materials Journal,1998,95(6):682―690.
[13]Telemachos B,Panagiotakos,Michael N.Fardis,Deformations of reinforced concrete members at yieldingand Ultimate ACI Structural Journal[J].ACI MaterialsJournal,2001,98(2):135―148.
[14]Kawashima Laboratory Department of CivilEngineering.Cyclic loading test data of reinforcedconcrete bridge piers[DB/OL].http://seismic.cv.titech.ac.jp/en/titdata/titdata.html,2011-01-10.
[15]刘海卿,陈小波,王学庆.基于损伤指数的框架结构倒塌分析综述[J].自然灾害学报,2008,17(1):186―190.Liu Haiqing,Chen Xiaobo,Wang Xueqing.Over view ofdamage index-based analytical method for collapse offrame structure[J].Journal of Natural Disasters,2008,17(1):186―190.(in Chinese)
[2]刘伯权.抗震结构的破坏准则及可靠性分析[M].北京:中国建材工业出版社,1995:37―46.Liu Boquan.Criteria for seismic structural damage andreliability analysis[M].Beijing:China Building MaterialIndustry Publishing House,1995:37―46.(in Chinese)
[3]王东升,司炳君,艾庆华,等.改进的Park-Ang地震损伤模型及其比较[J].工程抗震与加固改造,2005,27(增刊):138―144.Wang Dongsheng,Si Bingjun,Ai Qinghua,et al.Acomparative study of modified Park-Ang model andPark-Ang model for structural seismic damageevaluation[J].Earthquake Resistant Engineering andRetrofitting,2005,27(Suppl):138―144.(in Chinese)
[4]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,Wang Guoxin.Amodified Park-Ang seismic damage model consideringlow-cycle fatigue life[J].China Civil EngineeringJournal,2004,37(11):41―49.(in Chinese)
[5]何利,叶献国.Kratzig及Park-Ang损伤指数模型比较研究[J].土木工程学报,2010,43(12):1―6.He Li,Ye Xianguo.Comparative study of Kratzig andPark-Ang damage index models[J].China CivilEngineering Journal,2010,43(12):1―6.(in Chinese)
[6]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,Wang Min,Bai Shaoliang.Identificationand modification of the Park-Ang criterion for failure ofRC structures[J].Earthquake Engineering andEngineering Vibration,2005,25(5):73―79.(in Chinese)
[7]Park Y J,Ang A H S.Mechanistic seismic damagemodel for reinforced concrete[J].Journal of StructuralEngineering,ASCE,1985,111(4):722―739.
[8]Park Y J,Ang A H S,Wen Y K.Seismic damageanalysis of reinforced concrete buildings[J].Journal ofStructural Engineering,ASCE,1985,111(4):740―756.
[9]陈林之,蒋欢军,吕西林.修正的钢筋混凝土结构Park-Ang损伤模型[J].同济大学学报(自然科学版),2010,38(8):1103―1107.Chen Linzhi,Jiang Huanjun,LüXilin.ModifiedPark-Ang damage model for reinforced concretestructures[J].Journal of Tongji University(NaturalScience),2010,38(8):1103―1107.(in Chinese)
[10]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 damage modelwith double variables for reinforced concrete structures[J].Earthquake Engineering and Engineering Vibration,1996,16(4):44―54.(in Chinese)
[11]陈永祁,龚思礼.结构在地震动时延性和累积塑性耗能的双重破坏准则[J].建筑结构学报,1986,7(1):35―48.Chen Yongqi,Gong Sili.Double control damage indexof structural ductility and dissipated energy duringearthquake[J].Journal of Building Structures,1986,7(1):35―48.(in Chinese)
[12]Rao P S,Sarma B S,Lakshmanan N,et al.Damagemodel for reinforced concrete elements under cyclicloading[J].ACI Materials Journal,1998,95(6):682―690.
[13]Telemachos B,Panagiotakos,Michael N.Fardis,Deformations of reinforced concrete members at yieldingand Ultimate ACI Structural Journal[J].ACI MaterialsJournal,2001,98(2):135―148.
[14]Kawashima Laboratory Department of CivilEngineering.Cyclic loading test data of reinforcedconcrete bridge piers[DB/OL].http://seismic.cv.titech.ac.jp/en/titdata/titdata.html,2011-01-10.
[15]刘海卿,陈小波,王学庆.基于损伤指数的框架结构倒塌分析综述[J].自然灾害学报,2008,17(1):186―190.Liu Haiqing,Chen Xiaobo,Wang Xueqing.Over view ofdamage index-based analytical method for collapse offrame structure[J].Journal of Natural Disasters,2008,17(1):186―190.(in Chinese)
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