HRB500级钢筋混凝土框架柱的数值模拟与轴压比限值分析
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摘要
利用ANSYS对8个HRB500框架柱构件塑性铰区的抗剪性能进行了非线性有限元计算,模型中混凝土采用SOLID65单元,钢筋采用LINK8单元,分离式建模,破坏准则采用Willam—Warnke五参数破坏准则,混凝土本构关系采用多线性随动强化模型(KINH),钢筋的本构关系采用双线性随动强化模型(BKIN)。计算了模型的屈服位移、极限位移和位移延性系数,计算值与试验值符合较好,验证了计算模型的适用性;利用已校验的计算模型,变化HRB500框架柱构件的截面尺寸、轴压比与配箍特征值等参数,计算得出位移延性系数、轴压比与配箍特征值的关系表达式,进而给出HRB500框架柱在不同抗震等级下轴压比的建议设计限值。
Nonlinear finite element analysis of plastic hinge regions of 8 HRB500 RC frame columns under cyclic loading was calculated based on ANSYS.SOLID65 element was used for concrete and LINK8 element was used for reinforcement.Willam-Warnke five parameter’s failure criterion was used.KINH was used for concrete constitutive relation and BKIN was used for reinforcement constitutive relation.The yielding displacement,ultimate displacement and displacement ductility factor were all calculated.The calculation results and the experimental results is in good agreement,and the adaptability of finite element models is verified.Based on changed section sizes,axis compression ratios and stirrup characteristic values,the formula of relationship between displacement ductility factor,axial compression ratio and stirrup characteristic value is obtained for HRB500 RC frame column by verified model.Finally,the suggestion of limit values of axial compression ratio is proposed for different grades of seismic design.
Nonlinear finite element analysis of plastic hinge regions of 8 HRB500 RC frame columns under cyclic loading was calculated based on ANSYS.SOLID65 element was used for concrete and LINK8 element was used for reinforcement.Willam-Warnke five parameter’s failure criterion was used.KINH was used for concrete constitutive relation and BKIN was used for reinforcement constitutive relation.The yielding displacement,ultimate displacement and displacement ductility factor were all calculated.The calculation results and the experimental results is in good agreement,and the adaptability of finite element models is verified.Based on changed section sizes,axis compression ratios and stirrup characteristic values,the formula of relationship between displacement ductility factor,axial compression ratio and stirrup characteristic value is obtained for HRB500 RC frame column by verified model.Finally,the suggestion of limit values of axial compression ratio is proposed for different grades of seismic design.
引文
[1]郭海峰.HRB500钢筋混凝土框架柱塑性铰区抗剪性能试验研究[D].郑州:郑州大学,2009.GUO Haifeng.An experimental study on shear capacity for HRB500 reinforced concrete columns within yield hinge regions[D].Zhengzhou:Zhengzhou University,2009.
[2]余利鹏.混凝土框架柱塑性铰区抗剪性能非线性有限元分析[D].郑州:郑州大学,2011.YV Lipeng.Nonlinear finite element analysis on seismic shear capacity of RC frame columns within yield hinge regions[D].Zhengzhou:Zheng-zhou University,2011.
[3]陈萌,管品武,余利鹏.混凝土框架柱塑性铰区抗剪性能非线性有限元分析[J].世界地震工程,2012,28(3):77-79.CHEN Meng,Guan Pinwu,Yv Lipeng.Nonlinear finite element analysis of shear resistance behavior in yield hinge zone of RC frame columns[J].World Earthquake Engineering,2012,28(3):77-79.
[4]崔艳艳.基于延性的混凝土框架柱抗剪承载力试验研究[D].郑州:郑州大学,2009.CUI Yanyan.Experimental research on shear strength based on the ductility of concrete columns[D].Zhengzhou:Zhengzhou University,2009.
[5]建筑抗震设计规范(GB50011—2010)[S].北京:中国建筑工业出版社,2010.Code for seismic design of buildings.Beijing:China Architecture&Building Press,2010.
[6]混凝土结构设计规范(GB50010-2010)[S].北京:中国建筑工业出版社,2010.Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.
[7]程文瀼,李爱群,张晓峰,等.钢筋砼柱的轴压比限值[J].建筑结构学报,1994,15(6):25-30.CHENG Wenrang,Li Aiqun,Zhang Xiaofeng.Limit values of axial compression ratio for reinforced concrete columns[J].Journal of BuildingStructures,1994,15(6):25-30
[8]肖建庄,朱伯龙.钢筋混凝土框架柱轴压比限值试验研究[J].建筑结构学报,1998,19(5):2-7.XIAO Jianzhuang,Zhu Bolong.Experimental research on limit values of axial compression ratio for reinforced concrete frame columns[J].Journalof Building Structures,1998,19(5):2-7.
[9]王秋维,史庆轩,唐六九.新型型钢混凝土柱的数值模拟及轴压比限值研究[J].工业建筑,2012,42(7):128-132.WANG Qiuwei,Shi Qingxuan,Tang Liujiu.Numerical analysis and ultimate axial compression ratio of new steel reinforced columns[J].IndustrialConstruction,2012,42(7):128-132.
[10]许贻懂,王启文,陈云霞.钢筋混凝土方形柱延性性能及轴压比限值研究[J].建筑结构学报,2012,33(6):103-109.XU Yidong,Wang Qiwen,Chen Yunxia.Research on limiting value of axial compression ratio and ductility behavior of RC square column[J].Journal of Building Structures,2012,33(6):103-109.
[2]余利鹏.混凝土框架柱塑性铰区抗剪性能非线性有限元分析[D].郑州:郑州大学,2011.YV Lipeng.Nonlinear finite element analysis on seismic shear capacity of RC frame columns within yield hinge regions[D].Zhengzhou:Zheng-zhou University,2011.
[3]陈萌,管品武,余利鹏.混凝土框架柱塑性铰区抗剪性能非线性有限元分析[J].世界地震工程,2012,28(3):77-79.CHEN Meng,Guan Pinwu,Yv Lipeng.Nonlinear finite element analysis of shear resistance behavior in yield hinge zone of RC frame columns[J].World Earthquake Engineering,2012,28(3):77-79.
[4]崔艳艳.基于延性的混凝土框架柱抗剪承载力试验研究[D].郑州:郑州大学,2009.CUI Yanyan.Experimental research on shear strength based on the ductility of concrete columns[D].Zhengzhou:Zhengzhou University,2009.
[5]建筑抗震设计规范(GB50011—2010)[S].北京:中国建筑工业出版社,2010.Code for seismic design of buildings.Beijing:China Architecture&Building Press,2010.
[6]混凝土结构设计规范(GB50010-2010)[S].北京:中国建筑工业出版社,2010.Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.
[7]程文瀼,李爱群,张晓峰,等.钢筋砼柱的轴压比限值[J].建筑结构学报,1994,15(6):25-30.CHENG Wenrang,Li Aiqun,Zhang Xiaofeng.Limit values of axial compression ratio for reinforced concrete columns[J].Journal of BuildingStructures,1994,15(6):25-30
[8]肖建庄,朱伯龙.钢筋混凝土框架柱轴压比限值试验研究[J].建筑结构学报,1998,19(5):2-7.XIAO Jianzhuang,Zhu Bolong.Experimental research on limit values of axial compression ratio for reinforced concrete frame columns[J].Journalof Building Structures,1998,19(5):2-7.
[9]王秋维,史庆轩,唐六九.新型型钢混凝土柱的数值模拟及轴压比限值研究[J].工业建筑,2012,42(7):128-132.WANG Qiuwei,Shi Qingxuan,Tang Liujiu.Numerical analysis and ultimate axial compression ratio of new steel reinforced columns[J].IndustrialConstruction,2012,42(7):128-132.
[10]许贻懂,王启文,陈云霞.钢筋混凝土方形柱延性性能及轴压比限值研究[J].建筑结构学报,2012,33(6):103-109.XU Yidong,Wang Qiwen,Chen Yunxia.Research on limiting value of axial compression ratio and ductility behavior of RC square column[J].Journal of Building Structures,2012,33(6):103-109.
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