CFRP布约束增强高强混凝土柱抗震性能数值分析
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摘要
采用地震工程开源模拟软件OpenSees(Open System for Earthquake Engineering Simulation)对CFRP(Carbon Fiber Reinforced Polymer,碳纤维增强复合材料)布加固高强钢筋混凝土方柱的抗震性能进行了数值分析。采用Steel02Material和Concrete02Material材料本构模型模拟了CFRP布加固高强混凝土方柱的抗震性能;在此基础上,进一步研究了轴压比和剪跨比这2个因素对试件抗震性能的影响。将所得数值分析结果与相同条件下的试验结果对比后发现:基于Steel02 Material和Concrete02 Material材料本构,利用OpenSees,可以较好地模拟CFRP布加固高强混凝土方柱的抗震性能,并且与试验结果(滞回曲线、骨架曲线、水平承载力和位移延性系数)能够较好地吻合,从而说明该数值分析方法还可以准确地反映出轴压比和剪跨比对高强混凝土柱抗震性能的影响规律。
To investigate the seismic behavior of high strength concrete square columns retrofitted with CFRP sheets,the nonlinear finite element analysis software OpenSees based on fiber model method was used to simulate the cyclic loading tests on retrofitted specimens.The influences of parameters,such as axial load ratio and shear span ratio,on the seismic behavior of specimens were studied.Then the simulation data were compared with the test results.The research results show that the simulation responses(hysteretic curves,envelop curves,lateral capacity and displacement ductility)of the numerical column model are in good agreement with the test data when the constitutive relationships of steel02 Material and concrete02 Material are used.Meanwhile,the influence rules of parameters including axial load ratio and shear span ratio on the seismic behavior of high strength columns were obtained accurately by the numerical method presented in this paper.
To investigate the seismic behavior of high strength concrete square columns retrofitted with CFRP sheets,the nonlinear finite element analysis software OpenSees based on fiber model method was used to simulate the cyclic loading tests on retrofitted specimens.The influences of parameters,such as axial load ratio and shear span ratio,on the seismic behavior of specimens were studied.Then the simulation data were compared with the test results.The research results show that the simulation responses(hysteretic curves,envelop curves,lateral capacity and displacement ductility)of the numerical column model are in good agreement with the test data when the constitutive relationships of steel02 Material and concrete02 Material are used.Meanwhile,the influence rules of parameters including axial load ratio and shear span ratio on the seismic behavior of high strength columns were obtained accurately by the numerical method presented in this paper.
引文
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[5]顾冬生,吴刚,吴智深.地震荷载作用下FRP用量对加固RC圆柱变形能力影响研究[J].工程抗震与加固改造,2010,32(5):79-84.Gu D Sh,Wu G,Wu Zh Sh.Impact of FRP amount to the deformation capacity of FRP retrofitted circular columns under simulated seismic loading[J].Earthquake Resistant Engineering and Retrofitting,2010,32(5):79-84.
[6]余文华.CFRP增强高强混凝土柱延性性能研究[D].大连:大连理工大学,2010.Yu W H.Study on ductility performance of reinforced high concrete columns confined by CFRP[D].Dalian:Dalian University of Technology,2010.
[7]曹怀超.碳纤维布及组合加固改善高强混凝土方柱延性研究[D].大连:大连理工大学,2013.Cao H Ch.Research on ductility of high strength concrete square columns retrofitted with CFRP jacketing and hybridized methods[D].Dalian:Dalian University of Technology,2013.
[8]McKenna F,Fenves G L.The OpenSees command language primer[R].Berkeley:PEER,University of California,2000.
[9]Scott B,Park R,Priestley M,et al.Stress-strain behavior of concrete confined by overlapping hoops at low and high strain rates[J].Journal of the American Concrete Institute,1982,79(13):13-27.
[10]Karsan I D,Jirsa J O.Behavior of concrete under compressive loadings[J].Journal of the Structural Division,1969,95(12):2543-2563.
[11]过镇海.混凝土的强度和本构关系—原理与应用[M].北京:中国建筑工业出版社,2004.Guo Zh H.The Strength and Constitutive Relation of Concrete—The Principle and Application[M].Beijing:China Architecture&Building Press,2004.
[12]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804-1826.
[13]Lam L,Teng J G.Design-oriented stress-strain model for FRP-confined concrete[J].Construction and Building Materials,2003,17(6-7):471-489.
[2]Seible F,Priestley M J N,Hegemier G A,et al.Seismic retrofit of RC columns with continuous carbon fiber jackets[J].Journal of Composites for Construction,1997,1(2):52-62.
[3]Sause R,Harries K A,Walkup S,et al.Flexural behavior of concrete columns retrofitted with carbon fiber-reinforced polymer jackets[J].ACI Structural Journal,2004,101(5):708-716.
[4]张轲,岳清瑞,叶列平,等.碳纤维布加固混凝土柱改善延性的试验研究[J].工业建筑,2000,30(2):16-19.Zhang K,Yue Q R,Ye L P,et al.Experimental research on ductility improvement of concrete columns strengthened with CFS[J].Industrial Construction,2000,30(2):16-19.
[5]顾冬生,吴刚,吴智深.地震荷载作用下FRP用量对加固RC圆柱变形能力影响研究[J].工程抗震与加固改造,2010,32(5):79-84.Gu D Sh,Wu G,Wu Zh Sh.Impact of FRP amount to the deformation capacity of FRP retrofitted circular columns under simulated seismic loading[J].Earthquake Resistant Engineering and Retrofitting,2010,32(5):79-84.
[6]余文华.CFRP增强高强混凝土柱延性性能研究[D].大连:大连理工大学,2010.Yu W H.Study on ductility performance of reinforced high concrete columns confined by CFRP[D].Dalian:Dalian University of Technology,2010.
[7]曹怀超.碳纤维布及组合加固改善高强混凝土方柱延性研究[D].大连:大连理工大学,2013.Cao H Ch.Research on ductility of high strength concrete square columns retrofitted with CFRP jacketing and hybridized methods[D].Dalian:Dalian University of Technology,2013.
[8]McKenna F,Fenves G L.The OpenSees command language primer[R].Berkeley:PEER,University of California,2000.
[9]Scott B,Park R,Priestley M,et al.Stress-strain behavior of concrete confined by overlapping hoops at low and high strain rates[J].Journal of the American Concrete Institute,1982,79(13):13-27.
[10]Karsan I D,Jirsa J O.Behavior of concrete under compressive loadings[J].Journal of the Structural Division,1969,95(12):2543-2563.
[11]过镇海.混凝土的强度和本构关系—原理与应用[M].北京:中国建筑工业出版社,2004.Guo Zh H.The Strength and Constitutive Relation of Concrete—The Principle and Application[M].Beijing:China Architecture&Building Press,2004.
[12]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804-1826.
[13]Lam L,Teng J G.Design-oriented stress-strain model for FRP-confined concrete[J].Construction and Building Materials,2003,17(6-7):471-489.
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