配置HRB500级钢筋混凝土柱抗震性能模拟分析
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摘要
通过对已完成的配置HRB500级钢筋混凝柱在低周反复水平荷载作用下的受力性能模拟分析,验证了经过二次开发的FEAP非线性有限元软件能够对此类柱的抗震性能影响因素进行系统分析。利用FEAP程序完成了不同轴压比和不同配箍特征值的162根配置HRB500级钢筋混凝土柱的抗震性能模拟分析。分析结果表明:柱的位移延性系数随轴压比的增大呈指数减小,随配箍特征值的增大近似呈线性增加;在配箍特征值一定的情况下,轴压比较小时,柱位移延性系数随纵筋配筋率的增大而减小,轴压比较大时,位移延性系数随纵筋配筋率的增大略有增大。通过对计算数据的回归分析,得出受轴压比、配箍特征值、纵筋配筋率和纵筋强度影响的配置HRB500级钢筋混凝柱的位移延性系数计算式,模拟结果与试验结果吻合较好。
Based on the numerical simulation analysis of the behavior of tested RC columns with HRB500 longitudinal reinforcement,it is verified that the FEAP,a nonlinear finite element analysis software,can be used to conduct systematic parametric analysis on seismic behavior of RC columns.With this software,seismic behavior of 162 columns reinforced with HRB500 longitudinal steel bars were studied,considering different hoop characteristic values,different longitudinal bar ratios and different axial compression ratios.Simulation analysis and experimental results show that the column displacement ductility factor decreases exponentially with the increase of axial compression ratio,while increases linearly with the increase of the hoop distribution characteristic values.Under constant hoop distribution characteristic values,the displacement ductility coefficient decreases with the increase of longitudinal reinforcement ratio when the axial compression ratio is small,while increases slightly with the increase of longitudinal reinforcement ratio when the axial compression ratio is large.An equation for the calculation of the displacement ductility of columns considering these three parameters was obtained by the regressive analysis based on the simulation results.
Based on the numerical simulation analysis of the behavior of tested RC columns with HRB500 longitudinal reinforcement,it is verified that the FEAP,a nonlinear finite element analysis software,can be used to conduct systematic parametric analysis on seismic behavior of RC columns.With this software,seismic behavior of 162 columns reinforced with HRB500 longitudinal steel bars were studied,considering different hoop characteristic values,different longitudinal bar ratios and different axial compression ratios.Simulation analysis and experimental results show that the column displacement ductility factor decreases exponentially with the increase of axial compression ratio,while increases linearly with the increase of the hoop distribution characteristic values.Under constant hoop distribution characteristic values,the displacement ductility coefficient decreases with the increase of longitudinal reinforcement ratio when the axial compression ratio is small,while increases slightly with the increase of longitudinal reinforcement ratio when the axial compression ratio is large.An equation for the calculation of the displacement ductility of columns considering these three parameters was obtained by the regressive analysis based on the simulation results.
引文
[1]邓艳青.HRB500钢筋混凝土柱的抗震性能试验研究[D].重庆:重庆大学,2010:19-76.(DENGYanqing.Experimental study on columns with grade550 rebar[D].Chongqing:Chongqing University,2010:19-76.(in Chinese))
[2]刘承文.箍筋约束对钢筋混凝土柱抗震性能的影响的试验研究[D].重庆:重庆大学,2010:14-74.(LIUChengwen.Experimental studies on the effect of hoopson seismic behavior of reinforced concrete columns[D].Chongqing:Chongqing University,2010:14-74.(in Chinese))
[3]刘金升.配置500MPa细晶钢筋混凝土柱抗震性能试验研究[D].上海:同济大学,2009:17-57.(LIUJinsheng.Experiment on concrete-columns reinforcedwith 500MPa fine-grained rebar under low cyclereversed loading[D].Shanghai:Tongji University,2009:17-57.(in Chinese))
[4]Park R,Priestley M J,Gill W D.Ductility of square-confined concrete columns[J].Journal of the StructuralDivision,1982,108(4):929-950.
[5]Sugano S,Nagashima T,Kimura H.Experimentalstudies on seismic behavior of reinforced concretemembers of high-strength concrete[J].SpecialPublication,ACI,1990,121(5):61-68.
[6]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003:15-80.(CHEN Tao.Finite element flexibility methodbased 3D inelastic seismic response analysis ofreinforced concrete frames[D].Chongqing:ChongqingUniversity,2003:15-80.(in Chinese))
[7]黄宗明,陈滔.基于有限单元柔度法和刚度法的非线性梁柱单元比较研究[J].工程力学,2003,20(5):24-31.(HUANG Zongming,CHEN Tao.Comparison between flexibility-based and stiffness-based geometrically nonlinear beam-columnelements[J].Engineering Mechanics,2003,20(5):24-31.(in Chinese))
[8]Menegotto M,Pinto P E.Method of analysis forcyclically loaded RC plane frames including changes ingeometry and non-elastic behavior of elements undercombined normal force and bending[R].Zurich,Switzerland:IABSE1,973:15-22.
[9]Filippou F C,Popov E P,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforcedconcrete joints[R].Berkeley:University of California,1983.
[10]黄宗明.结构非线性地震反应计算机模拟分析[R].重庆:重庆大学,2000.(HUANG Zongming.Computer simulation for the analysis on seismicresponse of nonlinear structure[R].Chongqing:Chongqing University,2000.(in Chinese))
[11]Kent D,Park R.Flexural members with confinedconcrete[J].Journal of the Structural Division,1971,97(7):1969-1990.
[12]Saatcioglu M,Razvi S R.Strength and ductility ofconfine concrete[J].Journal of Structural Engineering,19921,18(6):1590-1607.
[13]Scott B D,Park R,Priestley M J.Stress-strain behaviorof concrete confined by overlapping hoops at low andhigh strain rates[J].ACI Journal,1982,79(1):13-27.
[14]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.(GB 50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(inChinese))
[15]张国军,刘伯权,白国良.钢筋混凝土框架柱在高轴压比下的抗震性能试验[J].长安大学学报:自然科学版,2002,22(6):53-57.(ZHANG Guojun,LIUBoquan,BAI Guoliang.Experimental study on a seismicbehavior of RC frame columns with high axialcompression ratio[J].Journal of Chang’an University:Natural Science Edition,2002,22(6):53-57.(inChinese))
[16]马德祥,赵建军,丁大钧.框架柱延性铰抗震性能试验研究[J].建筑结构学报,1996,17(4):35-43.(MA Dexiang,ZHAO Jianjun,DING Dajun.Experimental study of seismic behavior of plastic hingesin frame columns[J].Journal of Buildings Structures,19961,7(4):35-43.(in Chinese))
[17]王浩,张惠英.LL550冷轧带肋箍筋高强混凝土柱抗震性能的试验研究[J].建筑结构,2002,32(3):13-16.(Wang Hao,Zhang Huiying.Experimental study oncolumns with grade 550 cold-rolled ribbed steel stirrupsunder a seismic[J].Building Structure,2002,32(3):13-16.(in Chinese))
[18]梁书亭,丁大钧,赵建军.钢筋混凝土复合箍筋柱在低周反复荷载下的强度和延性[J].南京建筑工程学院学报,1994,31(4):22-29.(LIANG Shuting,DING Dajun,ZHAO Jianjun.Strength and ductility ofreinforced concrete composite stirrups column under lowreversed cyclic loading[J].Journal of NanjingArchitectural and Civil Engineering Institute,1994,31(4):22-29.(in Chinese))
[2]刘承文.箍筋约束对钢筋混凝土柱抗震性能的影响的试验研究[D].重庆:重庆大学,2010:14-74.(LIUChengwen.Experimental studies on the effect of hoopson seismic behavior of reinforced concrete columns[D].Chongqing:Chongqing University,2010:14-74.(in Chinese))
[3]刘金升.配置500MPa细晶钢筋混凝土柱抗震性能试验研究[D].上海:同济大学,2009:17-57.(LIUJinsheng.Experiment on concrete-columns reinforcedwith 500MPa fine-grained rebar under low cyclereversed loading[D].Shanghai:Tongji University,2009:17-57.(in Chinese))
[4]Park R,Priestley M J,Gill W D.Ductility of square-confined concrete columns[J].Journal of the StructuralDivision,1982,108(4):929-950.
[5]Sugano S,Nagashima T,Kimura H.Experimentalstudies on seismic behavior of reinforced concretemembers of high-strength concrete[J].SpecialPublication,ACI,1990,121(5):61-68.
[6]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003:15-80.(CHEN Tao.Finite element flexibility methodbased 3D inelastic seismic response analysis ofreinforced concrete frames[D].Chongqing:ChongqingUniversity,2003:15-80.(in Chinese))
[7]黄宗明,陈滔.基于有限单元柔度法和刚度法的非线性梁柱单元比较研究[J].工程力学,2003,20(5):24-31.(HUANG Zongming,CHEN Tao.Comparison between flexibility-based and stiffness-based geometrically nonlinear beam-columnelements[J].Engineering Mechanics,2003,20(5):24-31.(in Chinese))
[8]Menegotto M,Pinto P E.Method of analysis forcyclically loaded RC plane frames including changes ingeometry and non-elastic behavior of elements undercombined normal force and bending[R].Zurich,Switzerland:IABSE1,973:15-22.
[9]Filippou F C,Popov E P,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforcedconcrete joints[R].Berkeley:University of California,1983.
[10]黄宗明.结构非线性地震反应计算机模拟分析[R].重庆:重庆大学,2000.(HUANG Zongming.Computer simulation for the analysis on seismicresponse of nonlinear structure[R].Chongqing:Chongqing University,2000.(in Chinese))
[11]Kent D,Park R.Flexural members with confinedconcrete[J].Journal of the Structural Division,1971,97(7):1969-1990.
[12]Saatcioglu M,Razvi S R.Strength and ductility ofconfine concrete[J].Journal of Structural Engineering,19921,18(6):1590-1607.
[13]Scott B D,Park R,Priestley M J.Stress-strain behaviorof concrete confined by overlapping hoops at low andhigh strain rates[J].ACI Journal,1982,79(1):13-27.
[14]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.(GB 50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(inChinese))
[15]张国军,刘伯权,白国良.钢筋混凝土框架柱在高轴压比下的抗震性能试验[J].长安大学学报:自然科学版,2002,22(6):53-57.(ZHANG Guojun,LIUBoquan,BAI Guoliang.Experimental study on a seismicbehavior of RC frame columns with high axialcompression ratio[J].Journal of Chang’an University:Natural Science Edition,2002,22(6):53-57.(inChinese))
[16]马德祥,赵建军,丁大钧.框架柱延性铰抗震性能试验研究[J].建筑结构学报,1996,17(4):35-43.(MA Dexiang,ZHAO Jianjun,DING Dajun.Experimental study of seismic behavior of plastic hingesin frame columns[J].Journal of Buildings Structures,19961,7(4):35-43.(in Chinese))
[17]王浩,张惠英.LL550冷轧带肋箍筋高强混凝土柱抗震性能的试验研究[J].建筑结构,2002,32(3):13-16.(Wang Hao,Zhang Huiying.Experimental study oncolumns with grade 550 cold-rolled ribbed steel stirrupsunder a seismic[J].Building Structure,2002,32(3):13-16.(in Chinese))
[18]梁书亭,丁大钧,赵建军.钢筋混凝土复合箍筋柱在低周反复荷载下的强度和延性[J].南京建筑工程学院学报,1994,31(4):22-29.(LIANG Shuting,DING Dajun,ZHAO Jianjun.Strength and ductility ofreinforced concrete composite stirrups column under lowreversed cyclic loading[J].Journal of NanjingArchitectural and Civil Engineering Institute,1994,31(4):22-29.(in Chinese))
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