带防屈曲耗能腋撑钢筋混凝土框架结构抗震性能研究
|
摘要
该文设计制作两榀带防屈曲耗能腋撑钢筋混凝土框架模型和一榀普通钢筋混凝土框架模型,分别对其进行低周反复荷载作用下的抗震性能试验。研究两类框架结构的破坏特征、滞回特性、强度和刚度退化、耗能能力以及关键测点应变变化情况,并采用有限元软件SeismoStruct对其进行模拟对比分析。研究结果表明:设置防屈曲耗能腋撑提高框架结构的初始刚度和承载能力,延缓裂缝的开展;提高结构的整体耗能能力;改变框架结构的受力模式,使塑性铰的发展从梁端和柱端转到腋撑连接处,减小梁柱节点区的受力,有效地保护了梁柱节点;防屈曲耗能腋撑框架的破坏特征与普通框架相同,均由柱脚形成塑性铰而破坏。
Two models of RC frame structures with buckling-restrained haunch braces(BRHB) and a general RC frame structure model were designed and their seismic performances were tested under low frequency cyclic loading.Seismic behaviors such as failure modes,hysteretic performance,strength and stiffness degradation,energy dissipation capacity and reinforcement strain of key measure points of these specimens were investigated.The finite-element software SeismoStruct was employed for simulation analysis of the models.The investigation results indicated that the initial stiffness and bearing capacity of the RC frame structure with BRHB were enhanced,the development of crack could be delayed,and the bearing mode of the frame structure was changed.The stress of beam-column joints was reduced,which could effectively protect the beam-column joint,the development of the plastic hinges on the end of column and beam transferred to the joint of haunch brace,also the energy dissipation capacity of the RC frame structure with BRHB was improved.Compared with general RC frame structure,the failure modes of the RC frame structure with BRHB was the same,as the plastic hinges on the root of the columns finally developed seriously up to destruction.
Two models of RC frame structures with buckling-restrained haunch braces(BRHB) and a general RC frame structure model were designed and their seismic performances were tested under low frequency cyclic loading.Seismic behaviors such as failure modes,hysteretic performance,strength and stiffness degradation,energy dissipation capacity and reinforcement strain of key measure points of these specimens were investigated.The finite-element software SeismoStruct was employed for simulation analysis of the models.The investigation results indicated that the initial stiffness and bearing capacity of the RC frame structure with BRHB were enhanced,the development of crack could be delayed,and the bearing mode of the frame structure was changed.The stress of beam-column joints was reduced,which could effectively protect the beam-column joint,the development of the plastic hinges on the end of column and beam transferred to the joint of haunch brace,also the energy dissipation capacity of the RC frame structure with BRHB was improved.Compared with general RC frame structure,the failure modes of the RC frame structure with BRHB was the same,as the plastic hinges on the root of the columns finally developed seriously up to destruction.
引文
[1]Lee C H,Uang C M.Analytical modeling of dual panelzone in haunch repaired steel MRFs[J].Journal ofStructural Engineering,1997,123(1):20-29
[2]Uang C M,Bondad D,Lee C H.Cyclic performance ofhaunch repaired steel moment connections:experimentaltesting and analytical modeling[J].EngineeringStructures,1998,20(4):552-561
[3]Uang C M,Yu Q,Noel S,et al.Cyclic testing of steelmoment connections rehabilitated with RBS or weldedhaunch[J].Journal of Structural Engineering,2000,126(1):57-68
[4]Pampanin S,Christopoulos C.Non-invasive retrofit ofexisting RC frames designed for gravity loads only[R].Christchurch:University of Canterbury,2003
[5]Pampanin S,Christopoulos C,Chen T H.Developmentand validation of a metallic haunch seismic retrofit solutionfor existing under-designed RC frame buildings[J].Earthquake Engineering&Structural Dynamics,2006,35(14):1739-1766
[6]Chen T H.Retrofit strategy of non-seismically designedframe systems based on a metallic haunch system[D].Christchurch:University of Canterbury,2006
[7]周飞,蔡健,林焕彬,等.钢筋混凝土带腋撑框架结构的试验[J].武汉理工大学学报,2008,30(12):146-149(Zhou Fei,Cai Jian,Lin Huanbin,et al.Reinforcedconcrete frame structure with diagonal member[J].Journalof Wuhan University of Technology,2008,30(12):146-149(in Chinese))
[8]蔡健,周飞,钟国坤,等.钢筋混凝土带腋撑框架结构[J].科学技术与工程,2009,9(20):6081-6085,6121(Cai Jian,Zhou Fei,Zhong Guokun,et al.Reinforcedconcrete frame structure with haunch braces[J].ScienceTechnology and Engineering,2009,9(20):6081-6085,6121(in Chinese))
[9]蔡健,周飞,苏广群,等.带腋撑钢筋混凝土框架结构的力学性能[J].华南理工大学学报:自然科学版,2009,37(9):7-12(Cai Jian,Zhou Fei,Su Guangqun,et al.Mechanical behavior of reinforced concrete frame structurewith diagonal members[J].Journal of South ChinaUniversity of Technology:Natural Science Edition,2009,37(9):7-12(in Chinese))
[10]周云,吴从晓.灾后建筑加固耗能减震技术与方法[C]//汶川地震建筑震害调查与灾后重建分析报告.北京:中国建筑工业出版社,2008:375-382
[11]周云,吴从晓,陈真,等.改进框架结构抗震性能的新途径和新方法[C]//纪念汶川地震一周年:地震工程与减轻地震灾害研讨会论文集.北京:地震出版社,2009:257-264
[12]吴轶,何铭基,郑俊光,等.耗能腋撑对钢筋混凝土框架抗震加固性能分析[J].广西大学学报:自然科学版,2009,34(6):725-730(Wu Yi,He Mingji,ZhengJunguang,et al.Analyses of seismic retrofittingperformances of reinforced concrete frame with energydissipation haunch braces[J].Journal of GuangxiUniversity:Natural Science Edition,2009,34(6):725-730(in Chinese))
[13]尹庆利,张东海,周云.耗能腋撑钢筋混凝土框架结构减震分析[J].土木工程学报,2010,43(增):235-242(Yin Qingli,Zhang Donghai,Zhou Yun.Vibrationreduction analysis of the new system of reinforced concreteframe with energy dissipation haunch braces[J].ChinaCivil Engineering Journal,2010,43(S):235-242(inChinese))
[14]周云.金属耗能减震结构设计[M].武汉:武汉理工大学出版社,2006:4-7
[15]周云.防屈曲耗能支撑结构设计与应用[M].北京:中国建筑工业出版社,2007:6-11
[16]GB50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002(GB50010—2002Code for designof concrete structures[S].Beijing:China Architecture&Building Press,2002(in Chinese))
[17]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB50011—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[18]周云,钱洪涛,褚洪民,等.新型防屈曲耗能支撑设计原理与性能研究[J].土木工程学报,2009,42(4):64-71(Zhou Yun,Qian Hongtao,Chu Hongmin,et al.A study onthe design principle and performance of a new type ofBuckling-Resistant Brace[J].China Civil EngineeringJournal,2009,42(4):64-71(in Chinese))
[19]邓雪松,邹征敏,周云.开槽式三重钢管防屈曲耗能支撑试验研究与有限元模拟[J].土木工程学报,2010,43(12):41-49(Deng Xuesong,Zou Zhengmin,Zhou Yun.Experimental and finite-element studies of notched triple-steel tube buckling-resistant brace[J].China CivilEngineering Journal,2010,43(12):41-49(in Chinese))
[20]邹征敏.新型开槽式防屈曲耗能支撑性能研究[D].广州:广州大学,2010(Zou Zhengmin.Performance study ofnotch-type buckling-resistant braces[D].Guangzhou:Guangzhou University,2010(in Chinese))
[21]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997(JGJ101—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[22]马永欣,郑山锁.结构试验[M].北京:科学出版社,2001
[23]Seifi M,Noorzaei J,Jaafar M S,et al.Enhancements inidealized capacity curve generation for reinforced concreteregular framed structures subjected to seismic loading[J].Journal of Civil Engineering and Management,2008,14(4):251-262
[24]Mander J B,Priestley M J N.Theoretical stress-strainmodel for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]Martínez-Rueda J E,Elnashai A S.Confined concretemodel under cyclic load[J].Materials and Structures,1997,30(3):139-147
[26]Dhakal R P,Maekawa K.Path-dependent cyclic stress-strain relationship of reinforcing bar including buckling[J].Engineering Structures,2002,24(11):1383-1396
[27]Filippou F C,Popov E P,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforced concretejoints[R].Berkeley:Earthquake Engineering ResearchCentre,University of California,1983
[28]Filippou F C,Popov E P,Bertero V V.Modeling of R/Cjoints under cyclic excitations[J].Journal of StructuralEngineering,1983,109(11):2666-2684
[2]Uang C M,Bondad D,Lee C H.Cyclic performance ofhaunch repaired steel moment connections:experimentaltesting and analytical modeling[J].EngineeringStructures,1998,20(4):552-561
[3]Uang C M,Yu Q,Noel S,et al.Cyclic testing of steelmoment connections rehabilitated with RBS or weldedhaunch[J].Journal of Structural Engineering,2000,126(1):57-68
[4]Pampanin S,Christopoulos C.Non-invasive retrofit ofexisting RC frames designed for gravity loads only[R].Christchurch:University of Canterbury,2003
[5]Pampanin S,Christopoulos C,Chen T H.Developmentand validation of a metallic haunch seismic retrofit solutionfor existing under-designed RC frame buildings[J].Earthquake Engineering&Structural Dynamics,2006,35(14):1739-1766
[6]Chen T H.Retrofit strategy of non-seismically designedframe systems based on a metallic haunch system[D].Christchurch:University of Canterbury,2006
[7]周飞,蔡健,林焕彬,等.钢筋混凝土带腋撑框架结构的试验[J].武汉理工大学学报,2008,30(12):146-149(Zhou Fei,Cai Jian,Lin Huanbin,et al.Reinforcedconcrete frame structure with diagonal member[J].Journalof Wuhan University of Technology,2008,30(12):146-149(in Chinese))
[8]蔡健,周飞,钟国坤,等.钢筋混凝土带腋撑框架结构[J].科学技术与工程,2009,9(20):6081-6085,6121(Cai Jian,Zhou Fei,Zhong Guokun,et al.Reinforcedconcrete frame structure with haunch braces[J].ScienceTechnology and Engineering,2009,9(20):6081-6085,6121(in Chinese))
[9]蔡健,周飞,苏广群,等.带腋撑钢筋混凝土框架结构的力学性能[J].华南理工大学学报:自然科学版,2009,37(9):7-12(Cai Jian,Zhou Fei,Su Guangqun,et al.Mechanical behavior of reinforced concrete frame structurewith diagonal members[J].Journal of South ChinaUniversity of Technology:Natural Science Edition,2009,37(9):7-12(in Chinese))
[10]周云,吴从晓.灾后建筑加固耗能减震技术与方法[C]//汶川地震建筑震害调查与灾后重建分析报告.北京:中国建筑工业出版社,2008:375-382
[11]周云,吴从晓,陈真,等.改进框架结构抗震性能的新途径和新方法[C]//纪念汶川地震一周年:地震工程与减轻地震灾害研讨会论文集.北京:地震出版社,2009:257-264
[12]吴轶,何铭基,郑俊光,等.耗能腋撑对钢筋混凝土框架抗震加固性能分析[J].广西大学学报:自然科学版,2009,34(6):725-730(Wu Yi,He Mingji,ZhengJunguang,et al.Analyses of seismic retrofittingperformances of reinforced concrete frame with energydissipation haunch braces[J].Journal of GuangxiUniversity:Natural Science Edition,2009,34(6):725-730(in Chinese))
[13]尹庆利,张东海,周云.耗能腋撑钢筋混凝土框架结构减震分析[J].土木工程学报,2010,43(增):235-242(Yin Qingli,Zhang Donghai,Zhou Yun.Vibrationreduction analysis of the new system of reinforced concreteframe with energy dissipation haunch braces[J].ChinaCivil Engineering Journal,2010,43(S):235-242(inChinese))
[14]周云.金属耗能减震结构设计[M].武汉:武汉理工大学出版社,2006:4-7
[15]周云.防屈曲耗能支撑结构设计与应用[M].北京:中国建筑工业出版社,2007:6-11
[16]GB50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002(GB50010—2002Code for designof concrete structures[S].Beijing:China Architecture&Building Press,2002(in Chinese))
[17]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB50011—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[18]周云,钱洪涛,褚洪民,等.新型防屈曲耗能支撑设计原理与性能研究[J].土木工程学报,2009,42(4):64-71(Zhou Yun,Qian Hongtao,Chu Hongmin,et al.A study onthe design principle and performance of a new type ofBuckling-Resistant Brace[J].China Civil EngineeringJournal,2009,42(4):64-71(in Chinese))
[19]邓雪松,邹征敏,周云.开槽式三重钢管防屈曲耗能支撑试验研究与有限元模拟[J].土木工程学报,2010,43(12):41-49(Deng Xuesong,Zou Zhengmin,Zhou Yun.Experimental and finite-element studies of notched triple-steel tube buckling-resistant brace[J].China CivilEngineering Journal,2010,43(12):41-49(in Chinese))
[20]邹征敏.新型开槽式防屈曲耗能支撑性能研究[D].广州:广州大学,2010(Zou Zhengmin.Performance study ofnotch-type buckling-resistant braces[D].Guangzhou:Guangzhou University,2010(in Chinese))
[21]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997(JGJ101—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[22]马永欣,郑山锁.结构试验[M].北京:科学出版社,2001
[23]Seifi M,Noorzaei J,Jaafar M S,et al.Enhancements inidealized capacity curve generation for reinforced concreteregular framed structures subjected to seismic loading[J].Journal of Civil Engineering and Management,2008,14(4):251-262
[24]Mander J B,Priestley M J N.Theoretical stress-strainmodel for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]Martínez-Rueda J E,Elnashai A S.Confined concretemodel under cyclic load[J].Materials and Structures,1997,30(3):139-147
[26]Dhakal R P,Maekawa K.Path-dependent cyclic stress-strain relationship of reinforcing bar including buckling[J].Engineering Structures,2002,24(11):1383-1396
[27]Filippou F C,Popov E P,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforced concretejoints[R].Berkeley:Earthquake Engineering ResearchCentre,University of California,1983
[28]Filippou F C,Popov E P,Bertero V V.Modeling of R/Cjoints under cyclic excitations[J].Journal of StructuralEngineering,1983,109(11):2666-2684
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心