建筑结构倒塌分析的单自由度模型
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摘要
该文建议了一种能够用于建筑结构倒塌分析的单自由度滞回模型。该模型能够模拟骨架线的强化和峰值点后的退化、滞回捏拢、往复荷载作用下的承载力和刚度退化以及P-效应等。为验证所建议的单自由度滞回模型用于结构倒塌分析的有效性和合理性,以一座8层钢筋混凝土框架结构为例,对原型结构和按照基本模态等效的单自由度模型分别进行了IDA倒塌易损性分析,结果表明两者的倒塌易损性曲线吻合较好。
A simplified single-degree-of-freedom(SDOF) hysteretic model for collapse analysis of building structures is proposed in this work.The simplified hysteretic model is capable of simulating strength deterioration under monotonic loading,pinching,strength and stiffness deterioration under cyclic loading as well as P-effect,so that it can be applied to collapse analysis.To validate the applicability and effectiveness of the proposed SDOF hysteretic model,an eight-storey RC frame structure is simplified as an equivalent SDOF system according to its fundamental mode of free vibration and the collapse fragility analysis based on incremental dynamic analysis is implemented to the prototype structure and the simplified SDOF system,respectively.The results show that the collapse fragility curves of the prototype structure and the simplified SDOF system agree quite well with each other.
A simplified single-degree-of-freedom(SDOF) hysteretic model for collapse analysis of building structures is proposed in this work.The simplified hysteretic model is capable of simulating strength deterioration under monotonic loading,pinching,strength and stiffness deterioration under cyclic loading as well as P-effect,so that it can be applied to collapse analysis.To validate the applicability and effectiveness of the proposed SDOF hysteretic model,an eight-storey RC frame structure is simplified as an equivalent SDOF system according to its fundamental mode of free vibration and the collapse fragility analysis based on incremental dynamic analysis is implemented to the prototype structure and the simplified SDOF system,respectively.The results show that the collapse fragility curves of the prototype structure and the simplified SDOF system agree quite well with each other.
引文
[1]ATC-40,Seismic evaluation and retrofit of concretebuildings[S].California,US:Applied TechnologyCouncil,1996.
[2]FEMA 273,NEHRP guidelines for the seismicrehabilitation of buildings[S].Washington,D.C.,US:Federal Emergency Management Agency,1997.
[3]Behrouz Shafei,Farzin Zareian,Dimitrios G Lignos.Asimplified method for collapse capacity assessment ofmoment-resisting frame and shear wall structural systems[J].Engineering Structures,2011,33(4):1107―1116.
[4]Luis Ibarra,Helmut Krawinkler.Variance of collapsecapacity of SDOF systems under earthquake excitations[J].Earthquake Engineering and Structural Dynamics,2011,40(12):1299―1314.
[5]陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13―18.Lu Xinzheng,Ye Lieping.Study on the seismic collapseresistance of structural system[J].Earthquake ResistantEngineering and Retrofitting,2010,32(1):13―18.(in Chinese)
[6]施炜,叶列平,陆新征,唐代远.不同抗震设防RC框架结构抗倒塌能力的研究[J].工程力学,2011,28(3):41―48,68.Shi Wei,Ye Lieping,Lu Xinzheng,Tang Daiyuan.Studyon the collapse-resistant capacity of RC frames withdifferent seismic fortification levels[J].EngineeringMechanics,2011,28(3):41―48,68.(in Chinese)
[7]Clough R W,Johnston S B.Effect of stiffnessdegradation on earthquake ductility requirements[C].Tokyo,Japan:Proceedings of Japan EarthquakeEngineering Symposium,1966:195―198.
[8]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[J].Journal of the StructuralDivision,ASCE,1976,102:1759―1980.
[9]赵永峰,童根树.修正Clough滞回模型下的地震力调整系数[J].土木工程学报,2006,39(10):34―41.Zhao Yongfeng,Tong Genshu.Seismic forcemodification factors for structures with modified-Cloughhysteretic model[J].Chinese Civil Engineering Journal,2006,39(10):34―41.(in Chinese)
[10]Luis F Ibarra,Ricardo A Medina,Helmut Krawinkler.Hysteretic models that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering and StructuralDynamics,2005,34(12):1489―1511.
[11]Rahnama M,Krawinkler H.Effects of soft soil andhysteresis model on seismic demands[R].John A.Blume Earthquake Engineering Center Report No.108.Department of CEE,Stanford University,1993.
[12]秋山宏,叶列平,裴星洙.基于能量平衡的建筑结构抗震设计[M].北京:清华大学出版社,2010:55―57.Qiu Shanhong,Ye Lieping,Pei Xingzhu.Earthquake-resistant design method for buildings basedon energy balance[M].Beijing:Tsinghua UniversityPress,2010:55―57.(in Chinese)
[13]Dionisio Bernal.Amplification factors for inelasticdynamic p-effects in earthquake analysis[J].Earthquake Engineering and Structural Dynamics,1987,15(5):635―651.
[14]Aristidis V Asimakopoulos,Dimitris L Karabalis,Dimitri E Beskos.Inclusion of P-effect indisplacement-based seismic design of steel momentresisting frames[J].Earthquake Engineering andStructural Dynamics,2007,36(14):2171―2188.
[15]陆新征,林旭川,叶列平,李易,唐代远.地震下高层建筑连续倒塌数值模型研究[J].工程力学,2010,27(11):64―70.Lu Xinzheng,Lin Xuchuan,Ye Lieping,Li Yi,TangDaiyuan.Numerical models for earthquake inducedprogressive collapse of high-rise buildings[J].Engineering Mechanics,2010,27(11):64―70.(in Chinese)
[16]陆新征,叶列平,缪志伟.建筑抗震弹塑性分析[M].北京:中国建筑工业出版社,2009:271―283.Lu Xinzheng,Ye Lieping,Miao Zhiwei.Elasto-plasticanalysis of building against earthquake[M].Beijing:China Building Industry Press,2009:271―283.(in Chinese)
[17]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[18]马玉虎.汶川地震典型框架结构震害分析和防倒塌措施研究[D].北京:清华大学,2010.Ma Yuhu.Seismic damage sumulation and collapseresistance strategies of typical RC frames during theGreat Wenchuan Earthquake[D].Beijing:TsinghuaUniversity,2010.(in Chinese)
[19]黄羽立,陆新征,叶列平,施炜.基于多点位移控制的推覆分析算法[J].工程力学,2011,28(2):18―23.Huang Yuli,Lu Xinzheng,Ye Lieping,Shi Wei.Apushover analysis algorithm based on multiple pointsconstraints[J].Engineering Mechanics,2011,28(2):18―23.(in Chinese)
[20]Anil K Chopra,Rakesh K Goel.A modal pushoveranalysis procedure for estimating seismic demands forbuildings[J].Earthquake Engineering and StructuralDynamics,2002,31(3):561―582.
[21]Federal Emergency Management Agency,FEMA695.Quantification of building seismic performance factors[R].California,US:Federal Emergency ManagementAgency,2009.
[22]叶列平,马千里,缪志伟,陆新征.抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):9―22.Ye Lieping,Ma Qianli,Miao Zhiwei,Lu Xinzheng.Study on earthquake intensities for seismic analysis[J].Earthquake Engineering and Engineering Vibration,2009,29(4):9―22.(in Chinese)
[23]Araki Y,Hjelmstad K D.Criteria for assessing dynamiccollapse of elastoplastic structural systems[J].Earthquake Engineering and Structural Dynamics,2000,29(8):1177―1198.
[2]FEMA 273,NEHRP guidelines for the seismicrehabilitation of buildings[S].Washington,D.C.,US:Federal Emergency Management Agency,1997.
[3]Behrouz Shafei,Farzin Zareian,Dimitrios G Lignos.Asimplified method for collapse capacity assessment ofmoment-resisting frame and shear wall structural systems[J].Engineering Structures,2011,33(4):1107―1116.
[4]Luis Ibarra,Helmut Krawinkler.Variance of collapsecapacity of SDOF systems under earthquake excitations[J].Earthquake Engineering and Structural Dynamics,2011,40(12):1299―1314.
[5]陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13―18.Lu Xinzheng,Ye Lieping.Study on the seismic collapseresistance of structural system[J].Earthquake ResistantEngineering and Retrofitting,2010,32(1):13―18.(in Chinese)
[6]施炜,叶列平,陆新征,唐代远.不同抗震设防RC框架结构抗倒塌能力的研究[J].工程力学,2011,28(3):41―48,68.Shi Wei,Ye Lieping,Lu Xinzheng,Tang Daiyuan.Studyon the collapse-resistant capacity of RC frames withdifferent seismic fortification levels[J].EngineeringMechanics,2011,28(3):41―48,68.(in Chinese)
[7]Clough R W,Johnston S B.Effect of stiffnessdegradation on earthquake ductility requirements[C].Tokyo,Japan:Proceedings of Japan EarthquakeEngineering Symposium,1966:195―198.
[8]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[J].Journal of the StructuralDivision,ASCE,1976,102:1759―1980.
[9]赵永峰,童根树.修正Clough滞回模型下的地震力调整系数[J].土木工程学报,2006,39(10):34―41.Zhao Yongfeng,Tong Genshu.Seismic forcemodification factors for structures with modified-Cloughhysteretic model[J].Chinese Civil Engineering Journal,2006,39(10):34―41.(in Chinese)
[10]Luis F Ibarra,Ricardo A Medina,Helmut Krawinkler.Hysteretic models that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering and StructuralDynamics,2005,34(12):1489―1511.
[11]Rahnama M,Krawinkler H.Effects of soft soil andhysteresis model on seismic demands[R].John A.Blume Earthquake Engineering Center Report No.108.Department of CEE,Stanford University,1993.
[12]秋山宏,叶列平,裴星洙.基于能量平衡的建筑结构抗震设计[M].北京:清华大学出版社,2010:55―57.Qiu Shanhong,Ye Lieping,Pei Xingzhu.Earthquake-resistant design method for buildings basedon energy balance[M].Beijing:Tsinghua UniversityPress,2010:55―57.(in Chinese)
[13]Dionisio Bernal.Amplification factors for inelasticdynamic p-effects in earthquake analysis[J].Earthquake Engineering and Structural Dynamics,1987,15(5):635―651.
[14]Aristidis V Asimakopoulos,Dimitris L Karabalis,Dimitri E Beskos.Inclusion of P-effect indisplacement-based seismic design of steel momentresisting frames[J].Earthquake Engineering andStructural Dynamics,2007,36(14):2171―2188.
[15]陆新征,林旭川,叶列平,李易,唐代远.地震下高层建筑连续倒塌数值模型研究[J].工程力学,2010,27(11):64―70.Lu Xinzheng,Lin Xuchuan,Ye Lieping,Li Yi,TangDaiyuan.Numerical models for earthquake inducedprogressive collapse of high-rise buildings[J].Engineering Mechanics,2010,27(11):64―70.(in Chinese)
[16]陆新征,叶列平,缪志伟.建筑抗震弹塑性分析[M].北京:中国建筑工业出版社,2009:271―283.Lu Xinzheng,Ye Lieping,Miao Zhiwei.Elasto-plasticanalysis of building against earthquake[M].Beijing:China Building Industry Press,2009:271―283.(in Chinese)
[17]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[18]马玉虎.汶川地震典型框架结构震害分析和防倒塌措施研究[D].北京:清华大学,2010.Ma Yuhu.Seismic damage sumulation and collapseresistance strategies of typical RC frames during theGreat Wenchuan Earthquake[D].Beijing:TsinghuaUniversity,2010.(in Chinese)
[19]黄羽立,陆新征,叶列平,施炜.基于多点位移控制的推覆分析算法[J].工程力学,2011,28(2):18―23.Huang Yuli,Lu Xinzheng,Ye Lieping,Shi Wei.Apushover analysis algorithm based on multiple pointsconstraints[J].Engineering Mechanics,2011,28(2):18―23.(in Chinese)
[20]Anil K Chopra,Rakesh K Goel.A modal pushoveranalysis procedure for estimating seismic demands forbuildings[J].Earthquake Engineering and StructuralDynamics,2002,31(3):561―582.
[21]Federal Emergency Management Agency,FEMA695.Quantification of building seismic performance factors[R].California,US:Federal Emergency ManagementAgency,2009.
[22]叶列平,马千里,缪志伟,陆新征.抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):9―22.Ye Lieping,Ma Qianli,Miao Zhiwei,Lu Xinzheng.Study on earthquake intensities for seismic analysis[J].Earthquake Engineering and Engineering Vibration,2009,29(4):9―22.(in Chinese)
[23]Araki Y,Hjelmstad K D.Criteria for assessing dynamiccollapse of elastoplastic structural systems[J].Earthquake Engineering and Structural Dynamics,2000,29(8):1177―1198.
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