内置碟簧自复位联肢剪力墙参数设计与滞回性能研究
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摘要
为了减小结构的震后残余变形,有效地避免墙肢破坏,该文提出并设计了一种内置碟簧装置的自复位联肢剪力墙(SC-CSW)。SC-CSW主要通过碟簧装置中的摩擦耗散地震能量,碟簧提供恢复力。建立了预压小于摩擦的SC-CSW1、预压大于摩擦的SC-CSW2及普通联肢剪力墙的有限元模型,对比分析了三者的承载能力、变形能力、耗能能力和自复位能力,结果表明:加载位移达到弹塑性层间位移限值时,SC-CSW1的累积耗能比普通联肢剪力墙降低28.03%,但其延性比普通联肢剪力墙提高至少2.94倍,能更好的满足大震下的位移需求;SC-CSW2的累积耗能比SC-CSW1降低15.83%,但其承载力提高,且最大残余位移比仅为0.09%,基本消除了残余变形,能满足结构功能可恢复的需求。
A self-centering coupled shear wall(SC-CSW) with embedded disc spring device, which can well reduce the residual deformation and effectively prevent the damage of the coupling wall of structures during earthquakes, is developed and designed. The seismic energy is mainly dissipated by friction and the restoring force is provided by disc springs in SC-CSW. The finite element models of SC-CSW1 with a pre-pressed force less than friction, of SC-CSW2 with a pre-pressed force larger than friction, and of the general coupled shear wall are built. And the comparisons of bearing capacity, deformation capability, energy dissipation and self-centering capabilities among SC-CSW1, SC-CSW2 and the general coupled shear wall are conducted. The results indicate that the accumulative energy dissipation of SC-CSW1 is reduced by 28.03%, compared with the geneal coupled shear wall when the loading displacement exceeds the limit of elasto-plastic interstory displacement, while its ductility is increased by 2.94 times at least than that of the geneal coupled shear wall. Therefore, the SC-CSW1 can better meet the displacement requirements under strong earthquakes. The accumulative energy dissipaton of SC-CSW2 is reduced by 15.83%, compared with SC-CSW1, but its bearing capacity is increased and the maximum residual displacement ratio is only 0.09%. The residual deformation of SC-CSW2 is basicallyeliminated, which can meet the earthquake-resilient demands of structures.
A self-centering coupled shear wall(SC-CSW) with embedded disc spring device, which can well reduce the residual deformation and effectively prevent the damage of the coupling wall of structures during earthquakes, is developed and designed. The seismic energy is mainly dissipated by friction and the restoring force is provided by disc springs in SC-CSW. The finite element models of SC-CSW1 with a pre-pressed force less than friction, of SC-CSW2 with a pre-pressed force larger than friction, and of the general coupled shear wall are built. And the comparisons of bearing capacity, deformation capability, energy dissipation and self-centering capabilities among SC-CSW1, SC-CSW2 and the general coupled shear wall are conducted. The results indicate that the accumulative energy dissipation of SC-CSW1 is reduced by 28.03%, compared with the geneal coupled shear wall when the loading displacement exceeds the limit of elasto-plastic interstory displacement, while its ductility is increased by 2.94 times at least than that of the geneal coupled shear wall. Therefore, the SC-CSW1 can better meet the displacement requirements under strong earthquakes. The accumulative energy dissipaton of SC-CSW2 is reduced by 15.83%, compared with SC-CSW1, but its bearing capacity is increased and the maximum residual displacement ratio is only 0.09%. The residual deformation of SC-CSW2 is basicallyeliminated, which can meet the earthquake-resilient demands of structures.
引文
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[18]徐龙河,樊晓伟,逯登成,等.预压弹簧自恢复耗能支撑恢复力模型与滞回特性研究[J].工程力学,2016,33(10):116―122.Xu Longhe, Fan Xiaowei, Lu Dengcheng, et al. Study on restoringforcemodelandhystereticbehaviorsof pre-pressed spring self-centering energy dissipation brace[J]. Engineering Mechanics, 2016, 33(10):116―122.(in chinese)
[19]肖水晶,徐龙河,卢啸.具有复位功能的钢筋混凝土剪力墙设计与性能研究[J].工程力学,2018,35(8):130―137.XiaoShuijing,XuLonghe,LuXiao.Designand behaviorstudyonreinforcedconcreteshearwallswith self-centeringcapability[J].EngineeringMechanics,2018, 35(8):130―137.(in chinese)
[20]陈云涛,吕西林.联肢剪力墙抗震性能研究—试验和理论分析[J].建筑结构学报, 2003, 24(4):25―34.ChenYuntao,LuXilin.Seismicbehaviorofcoupled shearwallsexperimentalandtheoreticalanalysis[J].JournalofBuidingStructures,2003,24(4):25―34.(in Chinese)
[2]钱稼茹,胡妤,赵作周,等.装配整体式连梁抗震性能试验研究[J].土木工程学报, 2014, 47(9):9―20.QianJiaru,HuYu,ZhaoZuozhou,etal.Experimental studyonseismicbehaviorofassembledmonolithic couplingbeams[J].ChinaCivilEngineeringJournal,2014, 47(9):9―20.(in Chinese)
[3]骆欢,杜轲,孙景江,等.联肢剪力墙非线性分析模型研究及数值模拟验证[J].工程力学,2017,34(4):140―149, 159.LuoHuan,DuKe,SunJingjiang,etal.Nonlinear analysis model and numerical simulation of coupled wall systems[J]. Engineering Mechanics, 2017, 34(4):140―149, 159.(in Chinese)
[4]解琳琳,黄羽立,陆新征,等.基于OpenSees的RC框架-核心筒超高层建筑抗震弹塑性分析[J].工程力学,2014, 31(1):64―71.Xie Linlin, Huang Yuli, Lu Xinzheng, et al. Elasto-plastic analysisforsupertallRCframe-coretubestructures basedonOpenSees[J].EngineeringMechanics,2014,31(1):64―71.(in Chinese)
[5]LuZheng,ChenXiaoyi,LuXilin,etal.Shakingtable testandnumericalsimulationofanRCframe-coretube structure for earthquake-induced collapse[J]. Earthquake Engineering&StructuralDynamics,2016,45(9):1537―1556.
[6]LuX,LuXZ,GuanH,etal.Collapsesimulationof reinforcedconcretehigh-risebuildinginducedby extremeearthquakes[J].EarthquakeEngineering&Structural Dynamics, 2013, 42(5):705―723.
[7]党像梁,吕西林,钱江,等.底部开水平缝预应力自复位剪力墙有限元模拟[J].工程力学, 2017, 34(6):51―63.DangXiangliang,LuXilin,QianJiang,etal.Finite elementsimulationofself-centeringpre-stressedshear wallswithhorizontalbottomslits[J].Engineering Mechanics, 2017, 34(6):51―63.(in chinese)
[8]Lu X L, Dang X L, Qian J, et al. Experimental Study of Self-Centering Shear Walls with Horizontal Bottom Slits[J].JournalofStructuralEngineering,2017,143(3):04016183.
[9]RestrepoJI,RahmanA.Seismicperformanceof self-centeringstructuralwallsincorporatingenergy dissipators[J].JournalofStructuralEngineering,2007,133(11):1560―1570.
[10]吕西林,陈云,蒋欢军.带可更换连梁的双肢剪力墙抗震性能试验研究[J].同济大学学报(自然科学版),2014, 42(2):175―182.Lu Xilin, Chen Yun, Jiang Huanjun. Experimental study ofseismicperformanceofcoupledshearwallstructure withreplaceablecouplingbeams[J].JournalofTongji University(Natural Science), 2014, 42(2):175―182.(in Chinese)
[11]CuiY,LuXL,JiangC.Experimentalinvestigationof tri-axialself-centeringreinforcedconcreteframe structuresthroughshakingtabletests[J].Engineering Structures, 2017, 132:684―694.
[12]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报, 2011, 32(9):1―10.ZhouYing,LuXilin.State-of-the-artonrockingand self-centeringstructures[J].JournalofBuiding Structures, 2011, 32(9):1―10.(in Chinese)
[13]ShenQ,YahyaC.KuramaYC.Nonlinearbehaviorof posttensionedhybridcoupledwallsubassemblages[J].JournalofStructuralEngineering,2002,128(10):1290―1300.
[14]YahyaC,KuramaYC,ShenQ.Posttensionedhybrid coupledwallsunderlateralloads[J].Journalof Structural Engineering, 2004, 130(2):297―309.
[15]方鄂华.高层建筑钢筋混凝土结构概念设计[M].北京:机械工业出版社, 2004:163―170.FangEhua.Conceputaldesignofreinforcedconcrete structuresintallbuildings[M].Beijing:ChinaMachine Press, 2004:163―170.(in Chinese)
[16]XuLH,FanXW,LiZX.Developmentand experimentalverificationofapre-pressedspring self-centeringenergydissipationbrace[J].Engineering Structures, 2016, 127:49―61.
[17]XuLH,FanXW,LiZX.Cyclicbehaviorandfailure mechanismofself-centeringenergydissipationbraces withpre-pressedcombinationdiscsprings[J].EarthquakeEngineering&StructuralDynamics,2017,46(7):1065―1080.
[18]徐龙河,樊晓伟,逯登成,等.预压弹簧自恢复耗能支撑恢复力模型与滞回特性研究[J].工程力学,2016,33(10):116―122.Xu Longhe, Fan Xiaowei, Lu Dengcheng, et al. Study on restoringforcemodelandhystereticbehaviorsof pre-pressed spring self-centering energy dissipation brace[J]. Engineering Mechanics, 2016, 33(10):116―122.(in chinese)
[19]肖水晶,徐龙河,卢啸.具有复位功能的钢筋混凝土剪力墙设计与性能研究[J].工程力学,2018,35(8):130―137.XiaoShuijing,XuLonghe,LuXiao.Designand behaviorstudyonreinforcedconcreteshearwallswith self-centeringcapability[J].EngineeringMechanics,2018, 35(8):130―137.(in chinese)
[20]陈云涛,吕西林.联肢剪力墙抗震性能研究—试验和理论分析[J].建筑结构学报, 2003, 24(4):25―34.ChenYuntao,LuXilin.Seismicbehaviorofcoupled shearwallsexperimentalandtheoreticalanalysis[J].JournalofBuidingStructures,2003,24(4):25―34.(in Chinese)