FRP加固钢筋混凝土圆柱侧向变形能力研究
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摘要
结构变形能力定量计算是基于性能的抗震设计的重要内容,能确保结构满足不同的性能目标要求。研究纤维增强复合材料(FRP)加固钢筋混凝土(RC)圆柱侧向变形能力计算方法。通过数值分析对FRP加固RC圆柱截面弯矩-曲率关系进行计算,计算结果显示截面极限曲率明显小于试验实测值,两者差异程度受轴压比控制。根据计算结果和试验结果,提出了极限曲率修正计算方法。在此基础上运用等效塑性铰方法对加固柱侧向变形能力进行计算,计算结果与试验结果在FRP用量较小时符合很好,在FRP用量较大时计算结果偏大。对影响FRP加固RC圆柱侧向变形能力的主要参数进行讨论。
The accurate calculation of the deformation capacity of structures is very important to performance-based seismic design,which satisfies the explicit deformation demands.The method to evaluate drift capacity of fiber reinforced polymer(FRP) confined reinforced concrete circular columns under simulated seismic loading is focused.Firstly,the moment-curvature relationship of FRP confined sections of reinforced concrete(RC) circular columns is simulated by numerical analysis.It is found that the calculated ultimate curvature is significantly less than the test result,and the difference is controlled by the axial load ratio of the tested columns.According to the numerical and the test results,an equation is proposed to modify the calculated ultimate curvature.Based on this,the drift capacity can be predicted with the equivalent plastic hinge method.The calculated result agrees well with the test result when FRP amount is low,but it is significantly larger when FRP amount increases.Finally,the main parameters exerting influences on the drift capacity of the FRP-confined RC circular column are analyzed.
The accurate calculation of the deformation capacity of structures is very important to performance-based seismic design,which satisfies the explicit deformation demands.The method to evaluate drift capacity of fiber reinforced polymer(FRP) confined reinforced concrete circular columns under simulated seismic loading is focused.Firstly,the moment-curvature relationship of FRP confined sections of reinforced concrete(RC) circular columns is simulated by numerical analysis.It is found that the calculated ultimate curvature is significantly less than the test result,and the difference is controlled by the axial load ratio of the tested columns.According to the numerical and the test results,an equation is proposed to modify the calculated ultimate curvature.Based on this,the drift capacity can be predicted with the equivalent plastic hinge method.The calculated result agrees well with the test result when FRP amount is low,but it is significantly larger when FRP amount increases.Finally,the main parameters exerting influences on the drift capacity of the FRP-confined RC circular column are analyzed.
引文
[1]PAULAY T,PRIESTLEY MJ N.钢筋混凝土和砌体结构的抗震设计[M].北京:中国建筑工业出版社,1999.
[2]PRIESTLEY MJN.Seismic Design and Retrofit ofBridges[M].New York:John wiley&Sons,1996.
[3]魏洋,吴刚,吴智深,等.FRP约束混凝土矩形短柱的延性分析[J].地震工程与工程振动,2009,29(3):71-76.WEI YANG,WUGANG,WUZHI-SHEN,et al.Ductilityanalysis of FRP-confined short rectangular reinforcedconcrete columns[J].Journal of Earthquake Engineeringand Engineering Vibration,2009,29(3):71-76.
[4]WU Y F,OEHLERS D J,GRIFFITH M C.Rationaldefinition of the flexural deformation capacity of RCcolumn sections[J].Engineering Structures,2004,26:641-650.
[5]熊朝晖,潘德恩.钢筋混凝土框架柱侧向变形能力的研究[J].地震工程与工程振动,2001,21(2):103-108.XIONG ZHAO-HUI,PAN DE EN.Study on lateraldeformability of reinforced concrete frame columns[J].Journal of Earthquake Engineering and Engineeringvibration,2001,21(2):103-108.
[6]WATSON S,ZAHN F,PARK R.Confiningreinforcement for concrete columns[J].Journal ofStructural Engineering ASCE,1994,120(6):1798-1824.
[7]SAUSE R,HARRIES K A,WALKUP S L,et al.Flexural behaviour of concrete columns retrofitted withcarbon fiber-reinforced polymer jackets[J].ACIStructural Journal,2004,101(5):708-716.
[8]郭磊,李建中,范立础.桥梁结构抗震设计中截面刚度的取值分析[J].同济大学学报,32(11):1423-1427.GUO LEI,LI JIAN-ZHONG,FAN LI-CHU,Analysis of section stiffness adopted in seismic designfor bridge structures[J].Journal of Tongji University:natural science,2004,32(11):1423-1427.
[9]PAULY T.An esti mation of displacement li mits forductile systems[J].Earthquake Engineering andStructural Dynamics,2002,31:583-599.
[10]ELWOOD K J,EBERHARD M O.Effective stiffnessof reinforced concrete columns[J].ACI StructuralJournal,2009,106(4):476-484.
[11]LAM L,TENG J G.Design-oriented stress-strainmodel for FRP-confined concrete[J].Construction andBuild Materials,2003,17:471-489.
[12]SHEIKH S A,YAU G.Seismic behavior of concretecolumns confined with steel and fiber-reinforcedpolymers[J].ACI Structural Journal,2002,99(1):72-81.
[13]OZBAKKALOGLU T,SAATCIOGLU M.Seismic behaviorof high-strength concrete columns confined by fiber-reinforced polymer tubes[J].Journal of Composites forConstruction ASCE,2006,10(6):538-549.
[14]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 DONG-SHENG,WU GANG,WU ZHI-SHEN,etal.Experi mental study on seismic performance of RCshort circular columns strengthened with CFRPcomposites under high level compression[J].Earthquake Resistant Engineering and Retrofitting,2006,28(6):71-77.
[15]BINICI B.Design of FRPs in circular bridge columnretrofits for ductility enhancement[J].EngineeringStructures,2008,30:766-776.
[16]XIAO Y,WU H,Martin G R.Prefabricated compositejacketing of RC columns for enhanced shear strength[J].J.Struct.Eng.125(3),255-264.
[17]LI Y F,Sung Y Y.A study on the shear-failure ofcircular sectioned bridge column retrofitted by usingCFRPjacketing[J].J.Reinf.Plast.Comp.2004,23(8),811-830.
[18]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 ZHEN-YU,LU XUE-LEI,LI WEI,et al.Experi mental research on seismic performance of highstrength concrete circular column confined with carbonfiber sheets at plastic hinge zone[J].BuildingStructure,2009,39(2):21-24.
[19]HUSSEIN M E,MEDHAT A H.Seismic designguidelines for squat composite-jacketed circular andrectangular reinforced concrete bridge columns[J].ACIStructural Journal,2005,102(4):505-514.
[2]PRIESTLEY MJN.Seismic Design and Retrofit ofBridges[M].New York:John wiley&Sons,1996.
[3]魏洋,吴刚,吴智深,等.FRP约束混凝土矩形短柱的延性分析[J].地震工程与工程振动,2009,29(3):71-76.WEI YANG,WUGANG,WUZHI-SHEN,et al.Ductilityanalysis of FRP-confined short rectangular reinforcedconcrete columns[J].Journal of Earthquake Engineeringand Engineering Vibration,2009,29(3):71-76.
[4]WU Y F,OEHLERS D J,GRIFFITH M C.Rationaldefinition of the flexural deformation capacity of RCcolumn sections[J].Engineering Structures,2004,26:641-650.
[5]熊朝晖,潘德恩.钢筋混凝土框架柱侧向变形能力的研究[J].地震工程与工程振动,2001,21(2):103-108.XIONG ZHAO-HUI,PAN DE EN.Study on lateraldeformability of reinforced concrete frame columns[J].Journal of Earthquake Engineering and Engineeringvibration,2001,21(2):103-108.
[6]WATSON S,ZAHN F,PARK R.Confiningreinforcement for concrete columns[J].Journal ofStructural Engineering ASCE,1994,120(6):1798-1824.
[7]SAUSE R,HARRIES K A,WALKUP S L,et al.Flexural behaviour of concrete columns retrofitted withcarbon fiber-reinforced polymer jackets[J].ACIStructural Journal,2004,101(5):708-716.
[8]郭磊,李建中,范立础.桥梁结构抗震设计中截面刚度的取值分析[J].同济大学学报,32(11):1423-1427.GUO LEI,LI JIAN-ZHONG,FAN LI-CHU,Analysis of section stiffness adopted in seismic designfor bridge structures[J].Journal of Tongji University:natural science,2004,32(11):1423-1427.
[9]PAULY T.An esti mation of displacement li mits forductile systems[J].Earthquake Engineering andStructural Dynamics,2002,31:583-599.
[10]ELWOOD K J,EBERHARD M O.Effective stiffnessof reinforced concrete columns[J].ACI StructuralJournal,2009,106(4):476-484.
[11]LAM L,TENG J G.Design-oriented stress-strainmodel for FRP-confined concrete[J].Construction andBuild Materials,2003,17:471-489.
[12]SHEIKH S A,YAU G.Seismic behavior of concretecolumns confined with steel and fiber-reinforcedpolymers[J].ACI Structural Journal,2002,99(1):72-81.
[13]OZBAKKALOGLU T,SAATCIOGLU M.Seismic behaviorof high-strength concrete columns confined by fiber-reinforced polymer tubes[J].Journal of Composites forConstruction ASCE,2006,10(6):538-549.
[14]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 DONG-SHENG,WU GANG,WU ZHI-SHEN,etal.Experi mental study on seismic performance of RCshort circular columns strengthened with CFRPcomposites under high level compression[J].Earthquake Resistant Engineering and Retrofitting,2006,28(6):71-77.
[15]BINICI B.Design of FRPs in circular bridge columnretrofits for ductility enhancement[J].EngineeringStructures,2008,30:766-776.
[16]XIAO Y,WU H,Martin G R.Prefabricated compositejacketing of RC columns for enhanced shear strength[J].J.Struct.Eng.125(3),255-264.
[17]LI Y F,Sung Y Y.A study on the shear-failure ofcircular sectioned bridge column retrofitted by usingCFRPjacketing[J].J.Reinf.Plast.Comp.2004,23(8),811-830.
[18]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 ZHEN-YU,LU XUE-LEI,LI WEI,et al.Experi mental research on seismic performance of highstrength concrete circular column confined with carbonfiber sheets at plastic hinge zone[J].BuildingStructure,2009,39(2):21-24.
[19]HUSSEIN M E,MEDHAT A H.Seismic designguidelines for squat composite-jacketed circular andrectangular reinforced concrete bridge columns[J].ACIStructural Journal,2005,102(4):505-514.
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