高轴压比CFRP约束钢筋混凝土圆柱抗震性能试验与有限元分析
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摘要
为研究高轴压比下FRP约束钢筋混凝土圆柱的抗震性能,对6根碳纤维约束钢筋混凝土圆柱及2根对比柱进行伪静力试验。结果表明:塑性铰区包裹碳纤维可显著改善高轴压比柱的抗震性能,轴压比较高时不应忽略箍筋对核心混凝土的约束贡献。基于OpenSees中的纤维模型,对柱水平力-位移滞回曲线进行有限元模拟。轴压比小于0.45时,数值模拟与试验结果吻合较好;轴压比大于0.45时,考虑核心混凝土受箍筋及FRP双重约束的计算结果与试验结果更为接近。分析轴压比、FRP包裹长度等参数对约束柱抗震性能的影响,轴压比大于0.6时,FRP约束混凝土圆柱的水平承载力开始降低;FRP在塑性铰区的包裹长度为1.2倍柱直径时,可达到与全柱包裹相当的效果。
To investigate the seismic behavior of FRP-confined circular RC columns with high axial compression ratio,six columns confined with Carbon Fiber-Reinforced Polymer(CFRP) at plastic hinge region and two control columns were tested under constant axial load and cyclic lateral force.Test results demonstrated marked improvement in the ductility and energy dissipation of the columns due to CFRP wrapping in the plastic hinge region and the contribution of hoops to the confining effect should not be ignored under the condition of high axial compression ratio.A nonlinear analytical procedure was developed using fiber model method based on OpenSees(Open System for Earthquake Engineering Simulation).The simulation results agree well with the experimental results for axial compression ratios less than 0.45.Inclusion of the confining effects of both the hoops and CFRP results in better simulation of the test results if the axial compression ratio exceeds 0.45.Finally,influences of axial compression ratio and length of CFRP in the plastic hinge region on the seismic performance of FRP-confined columns were analyzed.The results indicate that the lateral loading capacity of columns begins to decrease when axial compression ratio exceeds 0.6.If the length of wrapped CFRP in the plastic hinge region exceeds 1.2 times the column diameter,the performance could be equivalent to that with fully wrapped columns.
To investigate the seismic behavior of FRP-confined circular RC columns with high axial compression ratio,six columns confined with Carbon Fiber-Reinforced Polymer(CFRP) at plastic hinge region and two control columns were tested under constant axial load and cyclic lateral force.Test results demonstrated marked improvement in the ductility and energy dissipation of the columns due to CFRP wrapping in the plastic hinge region and the contribution of hoops to the confining effect should not be ignored under the condition of high axial compression ratio.A nonlinear analytical procedure was developed using fiber model method based on OpenSees(Open System for Earthquake Engineering Simulation).The simulation results agree well with the experimental results for axial compression ratios less than 0.45.Inclusion of the confining effects of both the hoops and CFRP results in better simulation of the test results if the axial compression ratio exceeds 0.45.Finally,influences of axial compression ratio and length of CFRP in the plastic hinge region on the seismic performance of FRP-confined columns were analyzed.The results indicate that the lateral loading capacity of columns begins to decrease when axial compression ratio exceeds 0.6.If the length of wrapped CFRP in the plastic hinge region exceeds 1.2 times the column diameter,the performance could be equivalent to that with fully wrapped columns.
引文
[1]ACI 440.2R—08 Guide for the design and construction ofexternally bonded FRP systems for strengthening concretestructures[S].Farmington Hills,MI:American ConcreteInstitute,2008
[2]Seible F,Nigel Priestley M J,Hegemier G A,et al.Seismic retrofit of RC columns with continuous carbon fiberjackets[J].Journal of Composites for Construction,1997,1(2):52-62
[3]Saadatmanesh H,Ehsani M R,Jin Limin.Seismicstrengthening of circular bridge pier models with fibercomposites[J].ACI Structural Journal,1996,93(6):939-947
[4]Aquino W,Hawkins N M.Seismic retrofitting of corrodedreinforced concrete columns using carbon composites[J].ACI Structural Journal,2007,104(3):348-356
[5]Xiao Yan,Ma Rui.Seismic retrofit of RC circular columnsusing prefabricated composite jacketing[J].Journal ofStructural Engineering,1997,123(10):1357-1364
[6]Harajli M H,Rteil A A.Effect of confinement using fiber-reinforced polymer or fiber-reinforced concrete on seismicperformance of gravity load-designed columns[J].ACIStructural Journal,2004,101(1):47-56
[7]Brena S F,Schlick B M.Hysteretic behavior of bridgecolumns with FRP-jacketed lap splices designed formoderate ductility enhancement[J].Journal of Compositesfor Construction,2007,11(6):565-574
[8]高献.FRP约束圆钢筋混凝土柱滞回性能研究[D].福州:福州大学,2005(Gao Xian.Research on cyclicbehaviors of circular RC columns confined with FRP jackets[D].Fuzhou:Fuzhou University,2005(in Chinese))
[9]单波.FRP加固钢筋混凝土柱考虑地震及使用损伤的长期性能和修复[D].长沙:湖南大学,2006(Shan Bo.Experimental studies on long-term behavior of FRPretrofitted RC columns with earthquake loading damage[D].Changsha:Hunan University,2006(in Chinese))
[10]Sheikh S A,Yau G.Seismic behavior of concrete columnsconfined with steel and fiber-reinforced polymers[J].ACIStructural Journal,2002,99(1):72-80
[11]Iacobucci R D,Sheikh S A,Bayrak O.Retrofit of squareconcrete columns with carbon fiber-reinforced polymer forseismic resistance[J].ACI Structural Journal,2003,100(6):785-794
[12]Bousias S N,Triantafillou T C,Fardis M N,et al.Fiber-reinforced polymer retrofitting of rectangular reinforcedconcrete columns with or without corrosion[J].ACIStructural Journal,2004,101(4):512-520
[13]顾冬生,吴刚,吴智深,等.CFRP加固高轴压比钢筋混凝土短圆柱抗震性能试验研究[J].工程抗震与加固改造,2006,28(6):71-77(Gu Dongsheng,Wu Gang,WuZhingshen,et al.Experimental study on seismicperformance of RC short circular columns strengthened withCFRP composites under high level compression[J].Earthquake Resistant Engineering and Retrofitting,2006,28(6):71-77(in Chinese))
[14]赵彤,刘明国,谢剑.碳纤维布抗震加固斜向受力钢筋混凝土柱的非线性分析[J].世界地震工程,2001,17(4):53-59(Zhao Tong,Liu Mingguo,Xie Jian.Nonlinearanalysis of reinforced concrete columns with carbon fibersheet subjected to axial compression and biaxial bending[J].World Information on Earthquake Engineering,2001,17(4):53-59(in Chinese))
[15]Mosalam K M,Talaat M,Binici B.A computational modelfor reinforced concrete members confined with fiberreinforced polymer lamina:implementation andexperimental validation[J].Composites Part B:Engineering,2007,38(5/6):598-613
[16]Haroun M A,Elsanadedy H M.Numerical models forcomposite-jacketed reinforced concrete bridge columns[J].Journal of Reinforced Plastics and Composites,2003,22(13):1203-1219
[17]Perera R.A numerical model to study the seismic retrofit ofRC columns with advanced composite jacketing[J].Composites Part B:Engineering,2006,37(4/5):337-345
[18]Lee C S.Modeling of FRP-jacketed RC columns subject tocombined axial and lateral loads[D].San Diego:University of California,2006
[19]陶忠,高献,于清.FRP约束圆钢筋混凝土柱滞回性能的理论分析[J].工业建筑,2005,35(9):15-19(TaoZhong,Gao Xian,Yu Qing.Theoretical analysis ofhysteretic behavior of FRP-confined RC columns[J].Industrial Construction,2005,35(9):15-19(in Chinese))
[20]王震宇,芦学磊,李伟,等.塑性铰区碳纤维约束高强混凝土圆柱抗震性能的试验研究[J].建筑结构,2009,39(2):21-24(Wang Zhenyu,Lu Xuelei,Li Wei,et al.Experimental research on seismic performance of highstrength concrete circular column confined with carbon fibersheets at plastic hinge zone[J].Building Structure,2009,39(2):21-24(in Chinese))
[21]Mazzoni S,McKenna F,Fenves G L,et al.Open systemfor earthquake engineering simulation(OpenSees):Command language manual[M].Berkeley,USA:University of California,2003
[22]Menegotto M,Pinto P E.Method of analysis for cyclicallyloaded R.C.plane frames including changes in geometryand non-elastic behavior of elements under combinednormal force and bending[R].Lisbon:InternationalAssociation for Bridge and Structural Engineering,1973
[23]Scott B D,Park R,Priestley M J N.Stress-strain behaviorof concrete confined by overlapping hoops at low and highstrain rates[J].ACI Journal Procedings,1982,79(1):13-27
[24]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]Harajli M H.Axial stress-strain relationship for FRPconfined circular and rectangular concrete columns[J].Cement&Concrete Composites,2006,28(10):938-948
[26]王震宇,李洪鹏.重复荷载作用下碳纤维约束混凝土加卸载准则[J].建筑结构,2009,39(7):100-103(WangZhengyu,Li Hongpeng.Loading and unloading criteria ofFRP-confined concrete under cyclic compression[J].Building Structure,2009,39(7):100-103(in Chinese))
[27]Lam L,Teng J G.Stress-strain model for FRP-confinedconcrete under cyclic axial compression[J].EngineeringStructures,2009,31(2):308-321
[28]Shao Y,Zhu Z,Mirmiran A.Cyclic modeling of FRP-confined concrete with improved ductility[J].Cement andConcrete Composites,2006,28(10):959-968
[2]Seible F,Nigel Priestley M J,Hegemier G A,et al.Seismic retrofit of RC columns with continuous carbon fiberjackets[J].Journal of Composites for Construction,1997,1(2):52-62
[3]Saadatmanesh H,Ehsani M R,Jin Limin.Seismicstrengthening of circular bridge pier models with fibercomposites[J].ACI Structural Journal,1996,93(6):939-947
[4]Aquino W,Hawkins N M.Seismic retrofitting of corrodedreinforced concrete columns using carbon composites[J].ACI Structural Journal,2007,104(3):348-356
[5]Xiao Yan,Ma Rui.Seismic retrofit of RC circular columnsusing prefabricated composite jacketing[J].Journal ofStructural Engineering,1997,123(10):1357-1364
[6]Harajli M H,Rteil A A.Effect of confinement using fiber-reinforced polymer or fiber-reinforced concrete on seismicperformance of gravity load-designed columns[J].ACIStructural Journal,2004,101(1):47-56
[7]Brena S F,Schlick B M.Hysteretic behavior of bridgecolumns with FRP-jacketed lap splices designed formoderate ductility enhancement[J].Journal of Compositesfor Construction,2007,11(6):565-574
[8]高献.FRP约束圆钢筋混凝土柱滞回性能研究[D].福州:福州大学,2005(Gao Xian.Research on cyclicbehaviors of circular RC columns confined with FRP jackets[D].Fuzhou:Fuzhou University,2005(in Chinese))
[9]单波.FRP加固钢筋混凝土柱考虑地震及使用损伤的长期性能和修复[D].长沙:湖南大学,2006(Shan Bo.Experimental studies on long-term behavior of FRPretrofitted RC columns with earthquake loading damage[D].Changsha:Hunan University,2006(in Chinese))
[10]Sheikh S A,Yau G.Seismic behavior of concrete columnsconfined with steel and fiber-reinforced polymers[J].ACIStructural Journal,2002,99(1):72-80
[11]Iacobucci R D,Sheikh S A,Bayrak O.Retrofit of squareconcrete columns with carbon fiber-reinforced polymer forseismic resistance[J].ACI Structural Journal,2003,100(6):785-794
[12]Bousias S N,Triantafillou T C,Fardis M N,et al.Fiber-reinforced polymer retrofitting of rectangular reinforcedconcrete columns with or without corrosion[J].ACIStructural Journal,2004,101(4):512-520
[13]顾冬生,吴刚,吴智深,等.CFRP加固高轴压比钢筋混凝土短圆柱抗震性能试验研究[J].工程抗震与加固改造,2006,28(6):71-77(Gu Dongsheng,Wu Gang,WuZhingshen,et al.Experimental study on seismicperformance of RC short circular columns strengthened withCFRP composites under high level compression[J].Earthquake Resistant Engineering and Retrofitting,2006,28(6):71-77(in Chinese))
[14]赵彤,刘明国,谢剑.碳纤维布抗震加固斜向受力钢筋混凝土柱的非线性分析[J].世界地震工程,2001,17(4):53-59(Zhao Tong,Liu Mingguo,Xie Jian.Nonlinearanalysis of reinforced concrete columns with carbon fibersheet subjected to axial compression and biaxial bending[J].World Information on Earthquake Engineering,2001,17(4):53-59(in Chinese))
[15]Mosalam K M,Talaat M,Binici B.A computational modelfor reinforced concrete members confined with fiberreinforced polymer lamina:implementation andexperimental validation[J].Composites Part B:Engineering,2007,38(5/6):598-613
[16]Haroun M A,Elsanadedy H M.Numerical models forcomposite-jacketed reinforced concrete bridge columns[J].Journal of Reinforced Plastics and Composites,2003,22(13):1203-1219
[17]Perera R.A numerical model to study the seismic retrofit ofRC columns with advanced composite jacketing[J].Composites Part B:Engineering,2006,37(4/5):337-345
[18]Lee C S.Modeling of FRP-jacketed RC columns subject tocombined axial and lateral loads[D].San Diego:University of California,2006
[19]陶忠,高献,于清.FRP约束圆钢筋混凝土柱滞回性能的理论分析[J].工业建筑,2005,35(9):15-19(TaoZhong,Gao Xian,Yu Qing.Theoretical analysis ofhysteretic behavior of FRP-confined RC columns[J].Industrial Construction,2005,35(9):15-19(in Chinese))
[20]王震宇,芦学磊,李伟,等.塑性铰区碳纤维约束高强混凝土圆柱抗震性能的试验研究[J].建筑结构,2009,39(2):21-24(Wang Zhenyu,Lu Xuelei,Li Wei,et al.Experimental research on seismic performance of highstrength concrete circular column confined with carbon fibersheets at plastic hinge zone[J].Building Structure,2009,39(2):21-24(in Chinese))
[21]Mazzoni S,McKenna F,Fenves G L,et al.Open systemfor earthquake engineering simulation(OpenSees):Command language manual[M].Berkeley,USA:University of California,2003
[22]Menegotto M,Pinto P E.Method of analysis for cyclicallyloaded R.C.plane frames including changes in geometryand non-elastic behavior of elements under combinednormal force and bending[R].Lisbon:InternationalAssociation for Bridge and Structural Engineering,1973
[23]Scott B D,Park R,Priestley M J N.Stress-strain behaviorof concrete confined by overlapping hoops at low and highstrain rates[J].ACI Journal Procedings,1982,79(1):13-27
[24]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]Harajli M H.Axial stress-strain relationship for FRPconfined circular and rectangular concrete columns[J].Cement&Concrete Composites,2006,28(10):938-948
[26]王震宇,李洪鹏.重复荷载作用下碳纤维约束混凝土加卸载准则[J].建筑结构,2009,39(7):100-103(WangZhengyu,Li Hongpeng.Loading and unloading criteria ofFRP-confined concrete under cyclic compression[J].Building Structure,2009,39(7):100-103(in Chinese))
[27]Lam L,Teng J G.Stress-strain model for FRP-confinedconcrete under cyclic axial compression[J].EngineeringStructures,2009,31(2):308-321
[28]Shao Y,Zhu Z,Mirmiran A.Cyclic modeling of FRP-confined concrete with improved ductility[J].Cement andConcrete Composites,2006,28(10):959-968
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