主余震序列作用下非线性单自由度体系的增量损伤分析
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摘要
同时采用真实主余震序列和人工构造主余震序列作为输入,开展了非线性单自由度体系在主余震序列作用下的增量损伤分析。挑选75组真实主余震序列,并基于相同的主震记录,分别采用重复法、随机法和衰减法构造不同的人工主余震序列作为输入。分别采用理想弹塑性模型、考虑屈服后刚度的双线型模型和三线型模型,开展主余震序列作用下非线性单自由度体系的反应分析。以修正的Park-Ang损伤指数作为结构损伤指标,对主余震序列作用下的结构增量损伤进行研究,并对强度折减系数、恢复力模型及主余震序列人工构造方法对增量损伤的影响进行研究。结果表明:余震造成的结构增量损伤不可忽视。基于重复法和随机法合成的人工主余震序列相比真实主余震序列的余震强度偏大,因此会高估余震对结构造成的增量损伤。基于衰减法合成的人工主余震序列的余震强度偏小,会低估余震对结构造成的增量损伤。结构特性对增量损伤的影响很小,体现为不同强度折减系数及不同恢复力模型对结构增量损伤的影响均不明显。
The incremental damage of nonlinear single-degree-of-freedom(SDOF) systems subjected to real and artificial mainshock-aftershock(MA) sequences is evaluated. A suite of 75 real mainshock-aftershock sequences is selected. Based on the same mainshock records, different methods including the repeated method, the randomized method and the attenuated method are also adopted to generate artificial MA sequences as earthquake inputs. The nonlinear responses of the SDOF systems due to earthquake sequences are calculated considering different hysteretic models, including the elastic-plastic model, the bilinear model considering the post-yielding hardening, and the trilinear model. The modified Park-Ang damage index is used as a structural damage index,and the structural cumulative damages and the incremental damages due to MA sequences are examined by considering the effects of different strength reduction factors, different hysteretic models and different MA sequences. The results show that the aftershock-induced incremental damages of structures cannot be neglected.The aftershock records from the artificial MA sequences generated by the repeated method and the randomized method have stronger intensities than that from the real MA sequences. This may cause the overestimation of the incremental damage of structures due to aftershock. However, the intensities of the aftershock records for the artificial MA sequences generated by the attenuated method are smaller than that of the real MA sequences, which may lead to an underestimation of the incremental damage of structures due to aftershock. The characteristics of structural systems have ignorable effects on aftershock-induced incremental damage since the effects of strength reduction factors and hysteretic models on the incremental damage of structures are not significant.
The incremental damage of nonlinear single-degree-of-freedom(SDOF) systems subjected to real and artificial mainshock-aftershock(MA) sequences is evaluated. A suite of 75 real mainshock-aftershock sequences is selected. Based on the same mainshock records, different methods including the repeated method, the randomized method and the attenuated method are also adopted to generate artificial MA sequences as earthquake inputs. The nonlinear responses of the SDOF systems due to earthquake sequences are calculated considering different hysteretic models, including the elastic-plastic model, the bilinear model considering the post-yielding hardening, and the trilinear model. The modified Park-Ang damage index is used as a structural damage index,and the structural cumulative damages and the incremental damages due to MA sequences are examined by considering the effects of different strength reduction factors, different hysteretic models and different MA sequences. The results show that the aftershock-induced incremental damages of structures cannot be neglected.The aftershock records from the artificial MA sequences generated by the repeated method and the randomized method have stronger intensities than that from the real MA sequences. This may cause the overestimation of the incremental damage of structures due to aftershock. However, the intensities of the aftershock records for the artificial MA sequences generated by the attenuated method are smaller than that of the real MA sequences, which may lead to an underestimation of the incremental damage of structures due to aftershock. The characteristics of structural systems have ignorable effects on aftershock-induced incremental damage since the effects of strength reduction factors and hysteretic models on the incremental damage of structures are not significant.
引文
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[2]Sunasaka Y,Kiremidjian A S,Toki K.Strength demand spectra with uniform damage level in lifetime of structure[J].Journal of Structural Engineering A,2002,48:523-530.
[3]Aschheim M,Black E.Effects of prior earthquake damage on response of simple stiffness-degrading structures[J].Earthquake Spectra,1999,15(1):1-24.
[4]Amadio C.The effects of repeated earthquake ground motions on the non-linear response of SDOF systems[J].Earthquake Engineering&Structural Dynamics,2003,32(2):291-308.
[5]Hatzigeorgiou G D,Beskos D E.Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes[J].Engineering Structures,2009,31(11):2744-2755.
[6]Hatzigeorgiou G D.Ductility demand spectra for multiple near-and far-fault earthquakes[J].Soil Dynamics&Earthquake Engineering,2010,30(4):170-183.
[7]Hatzigeorgiou G D.Behavior factors for nonlinear structures subjected to multiple near-fault earthquakes[J].Computers&Structures,2010,88(5/6):309-321.
[8]Zhai C H,Wen W P,Chen Z Q,et al.Damage spectra for the mainshock-aftershock sequence-type ground motions[J].Soil Dynamics&Earthquake Engineering,2013,45(1):1-12.
[9]于晓辉,吕大刚,肖寒.主余震序列型地震动的增量损伤谱研究[J].工程力学,2017,34(3):47-53.Yu Xiaohui,Lu Dagang,Xiao Han.Incremental damage spectra of mainshock-aftershock sequence-type ground motions[J].Engineering Mechanics.2017,34(3):47-53.(in Chinese)
[10]Goda K,Taylor C A.Effects of aftershocks on peak ductility demand due to strong ground motion records from shallow crustal earthquakes[J].Earthquake Engineering&Structural Dynamics,2012,41(15):2311-2330.
[11]Ancheta T D,et al.NGA-West2 database[J].Earthquake Spectra,2014,30(3):989-1005.
[12]Lee K,Foutch D A.Performance evaluation of damaged steel frame buildings subjected to seismic loads[J].Journal of Structural Engineering,2004,130(4):588-599.
[13]Li Y,Song R,van de Lindt J W.Collapse fragility of steel structures subjected to earthquake mainshock-aftershock sequences[J].Journal of Structural Engineering,2014,140(12).04014095.
[14]Li Q,Ellingwood B R.Performance evaluation and damage assessment of steel frame buildings under main shock-aftershock earthquake sequences[J].Earthquake Engineering&Structural Dynamics,2007,36(36):405-427.
[15]Boore D M,Atkinson G M.Boore-Atkinson NGAground motion relations for the geometric mean horizontal component of peak and spectral ground motion parameters[R].US,Pacific Earthquake Engineering Research Center,2007,PEER Report:57-79.
[16]Kunnath S K,Reinhorn A M,Park Y J.Analytical modeling of inelastic seismic response of RC structures[J].Journal of Structural Engineering,1990,116(4):996-1017.
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