单自由度体系地震残余变形分析及计算
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摘要
地震残余变形是结构可修复能力的重要指标,准确分析结构的残余变形对于震后结构性能的评估与控制具有重要意义。基于对不同单自由度(SDOF)体系的弹塑性地震响应的统计分析,研究了不同参数对地震残余变形的影响,其中滞回特性、屈服后刚度、地面峰值加速度(PGA)以及最大弹塑性变形对残余变形的影响较大;同时结合理论分析提出了分别适用于弹塑性Kinematic滞回模型和Takeda滞回模型的残余变形简化计算方法。该方法是以先获得结构的最大弹塑性变形为基础的,能与传统的确定结构最大变形性能的抗震分析方法(Pushover方法)较好地结合。最后,以一钢筋混凝土单柱桥墩为例,详细阐述了所提出的方法进行单自由度体系结构的地震残余变形计算及震后结构性能评估的过程,分析表明基于Takeda模型的结构残余变形的计算结果偏于安全。
Accurately predicting the residual displacement of reinforced concrete(RC) structures after an earthquake is of great significance in post-earthquake structural performance evaluation and control.To study the residual deformation of the structure,seismic time-history responses of single degree-of-freedom(SDOF) systems with different parameters were analyzed.Based on the analytical results,simplified models for estimating the likely residual deformations of structures characterized by Takeda and Kinematic hysteretic models were proposed respectively,and the residual deformation was found to be sensitive to hysteretic characteristics,stiffness ratio of structures,peak ground acceleration(PGA),as well as maximum elasto-plastic deformation.A case study for RC single-column bridge pier was provided to illustrate the process of residual deformation calculation and post-earthquake performance evaluation by using the proposed methods.Calculation results indicate that the residual deformation of the single-column pier characterized by the Takeda model often is much larger than that of columns characterized by the Kinematic model.
Accurately predicting the residual displacement of reinforced concrete(RC) structures after an earthquake is of great significance in post-earthquake structural performance evaluation and control.To study the residual deformation of the structure,seismic time-history responses of single degree-of-freedom(SDOF) systems with different parameters were analyzed.Based on the analytical results,simplified models for estimating the likely residual deformations of structures characterized by Takeda and Kinematic hysteretic models were proposed respectively,and the residual deformation was found to be sensitive to hysteretic characteristics,stiffness ratio of structures,peak ground acceleration(PGA),as well as maximum elasto-plastic deformation.A case study for RC single-column bridge pier was provided to illustrate the process of residual deformation calculation and post-earthquake performance evaluation by using the proposed methods.Calculation results indicate that the residual deformation of the single-column pier characterized by the Takeda model often is much larger than that of columns characterized by the Kinematic model.
引文
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[2]贡金鑫,程玲,张勤.结构静力非线性分析与弹塑性时程分析结果的统计关系及残余变形计算[J].建筑结构学报,2011,32(12):224-233.Gong J X,Cheng L,Zhang Q.Statistical relationshipbetween results of static nonlinear analysis and elasto-plastic time-history and calculation of residualdeformation for structures[J].Journal of BuildingStructures,2011,32(12):224-233.
[3]Takada S,Okimura T,Lee T Y.Seismic motion anddamage characteristics[R].Tokyo:Preliminary Reporton the Great Hanshin Earthquake,Japan Society of CivilEngineers,Tokyo,Japan,1995,270-286.
[4]贡金鑫,张勤,王雪婷.从汶川地震灾害看现行国内外桥梁抗震设计方法(一)[J].公路交通科技,2010,27(9):44-54.Gong J X,Zhang Q,Wang X T.Comparative study onbridge seismic design approaches in differentspecifications based on survey of disaster in wenchuanearthquake(1)[J].Journal of Highway andTransportation Research and Development,2010,27(9):44-54.
[5]孙治国,王东升,李宏男,等.汶川地震钢筋混凝土框架震害及震后修复建议[J].自然灾害学报,2010,19(4):114-123.Sun Z G,Wang D S,Li H N,et al.Damageinvestigation of RC frames in Wenchuan earthquake andsuggestions for post-earthquake rehabilitation[J].Journal of Natural Disasters,2010,19(4):114-123.
[6]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[7]JTG/T B02—01—2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.
[8]Macrae G A,Kawashima K.Post-earthquake residualdisplacements of bilinear oscillators[J].Earthquake.Engineering and Structural Dynamics,1997,26:701-716.
[9]Christopoulos C,Pampanin S,Priestley M J N.Performance-based seismic response of frame structuresincluding residual deformations.Part I:Single-degree-of-freedom systems[J].Journal of EarthquakeEngineering,2003,7(1):97-118.
[10]Christopoulos C,Pampanin S.Towards performance-based design of MDOF structures with explicitconsideration on residual deformations[J].ISETJournal of Earthquake Technology,2004,41(1):53-73.
[11]Ruiz G J,Miranda E.Residual displacement ratios forassessment of existing structures[J].EarthquakeEngineering and Structural Dynamics,2006,35(3):315-336.
[12]Yazgan U.The use of post-earthquake residualdisplacements as a performance indicator in seismicassessment[D].Zürich:Institute of StructuralEngineering Swiss Federal Institute Technology,2010.
[13]Yazgan U,Dazio A.Post-earthquake damage assessmentusing residual displacements[J].Earthquake Engineeringand Structural Dynamics,2012,41:1257-1276.
[14]JRA.Design specifications of highway bridges.Part V:Seismic design[S].Tokyo:Japan Road Association,Ministry of Construction,2002.
[15]Pacific Earthquake Engineering Research Center.PEERstrongmotion database[DB/OL].California:Berkley,2005[Sep,2005].http://peer.berkeley.edu/smcat/index.html
[16]Borzi B,Calvi G M,Elnashai A S,et al.Inelasticspectra for displacement-based seismic design[J].SoilDynamics and Earthquake Engineering,2001,21(1):47-61.
[17]张勤,贡金鑫,姜凤娇,等.钢筋混凝土柱非线性特性的分析方法[J].土木建筑与环境工程,2011,33(6):51-58.Zhang Q,Gong J X,Jiang F J,et al.Analysis methodfor nonlinear properties of reinforced concrete columns[J].Journal of Civil,Architectural&EnvironmentalEngineering,2011,33(6):51-58.
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