高强混凝土加芯柱抗震性能试验研究
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摘要
进行了高轴压比下7根高强混凝土加芯柱的低周往复加载试验,阐述了其主要试验现象及破坏形态,对各试件的滞回性能、延性、承载力、强度及刚度退化、耗能性能等试验结果进行研究,并分析了其主要影响因素:核心区面积、纵筋配筋率和箍筋配箍率,对其抗震性能的影响规律。结果表明:通过在普通高强混凝土柱中部配置纵向钢筋及复合箍筋,所形成的加芯柱具有良好的滞回延性和稳定的后期强度,等效粘滞阻尼系数符合弯曲破坏混凝土柱0.1～0.2的范围。在设计轴压比高达0.85时极限位移角仍不小于1/50;核心区面积较大、核心纵筋配筋率高、箍筋间距小的柱承载力高、延性好;核心纵筋配筋率高、核心区面积小、箍筋间距小的柱耗能能力强;各试件在加载初期刚度退化较快,后期较慢。
Low-cycle loading tests conducted on seven high-strength concrete columns with central reinforcement were presented in this paper,including the test phenomena and failure modes,the hysteretic performance,ductility,load carrying capacity,degradation of strength and rigidity as well as the energy dissipation characteristics.Focuses were on the size of core area,longitudinal reinforcement ratio and proportion of ties,and their effects on the seismic performance of the columns.The results indicate that with longitudinal reinforcement and composite ties imbedded at the central portion of an ordinary high-strength reinforced concrete column,the column models had high ductility and stable post-yielding strength.The equivalent viscous damping coefficients ranged from 0.1 to 0.2 for columns of normal flexural failure.Under axial compression ratio as high as 0.85,their ultimate angular displacement was not less than 1 /50.The columns with larger core area,higher central longitudinal reinforcement ratios and closer tie spacing exhibited higher ductility.The columns with smaller core area,however higher central longitudinal reinforcement ratios and closer tie spacing,dissipated more energy.Despite of the faster early stiffness degradation,the columns showed slower degradation of rigidity in later loading stages.
Low-cycle loading tests conducted on seven high-strength concrete columns with central reinforcement were presented in this paper,including the test phenomena and failure modes,the hysteretic performance,ductility,load carrying capacity,degradation of strength and rigidity as well as the energy dissipation characteristics.Focuses were on the size of core area,longitudinal reinforcement ratio and proportion of ties,and their effects on the seismic performance of the columns.The results indicate that with longitudinal reinforcement and composite ties imbedded at the central portion of an ordinary high-strength reinforced concrete column,the column models had high ductility and stable post-yielding strength.The equivalent viscous damping coefficients ranged from 0.1 to 0.2 for columns of normal flexural failure.Under axial compression ratio as high as 0.85,their ultimate angular displacement was not less than 1 /50.The columns with larger core area,higher central longitudinal reinforcement ratios and closer tie spacing exhibited higher ductility.The columns with smaller core area,however higher central longitudinal reinforcement ratios and closer tie spacing,dissipated more energy.Despite of the faster early stiffness degradation,the columns showed slower degradation of rigidity in later loading stages.
引文
[1]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
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[6]Park R,Paulay T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975.
[7]Tanaka Y,Ro Y,Kawahara T,et al.Strengthening ofreinforced concrete columns by central reinforcingelement[C]//Proceedings of the 11th WCEE.Oxford,England:Pergamon,Elservier Science Ltd.,1996.
[8]Yashiro H,Tanaka Y.Seismic upgrade for reinforcedconcrete columns by strengthening the cross sectionalcenter[C]//Proceedings of the 12th WCEE.UpperHutt,New Zealand:New Zealand Scociety for Earthquake Engineering,2000.
[9]吕西林,张国军,陈绍林.高轴压比高强混凝土足尺框架柱抗震性能研究[J].建筑结构学报,2009,30(3):20-26.(LU Xilin,ZHANG Guojun,CHENShaolin.Research on seismic behavior of full-scalehigh-strength concrete frame columns with high axialcompression ratios[J].Journal of Building Structures,2009,30(3):20-26.(in Chinese))
[10]李云云,李斌.钢骨高强混凝土柱抗震性能影响因素的研究[J].内蒙古科技大学学报,2007,26(3):261-265.(LI Yun-yun,LI Bin.Study on the effects ofseismic behavior of steel reinforced high-strengthconcrete column[J].Journal of Inner MongoliaUniversity of Science and Technology,2009,26(3):20-26.(in Chinese))
[11]张春梅,阴毅,周云.钢管高强混凝土柱抗震性能的试验研究[J].地震工程与工程振动,2004,24(4):86-89.(Zhang Chunmei,Yin Yi,Zhou Yu.Experimental study on seismic behaviors of high strengthconcrete filled steel tube columns[J].Journal ofEarthquake Engineering and Engineering Vibration,2004,24(4):86-89.(in Chinese))
[12]宋或,段敬民.建筑结构试验与检测[M].北京:人民交通出版社,2005.(Song Huo,Duan Jingmin.Testing and inspection of building structures[M].Beijing:China Communications Press,2005.(in Chinese))
[13]Pedro R Munoz,Cheng-Tzu Thomas.Biaxially loadedconcrete-encased composite columns:design equation[J].Journal of Structural Engineering,1997,123(12):1576-1585.
[2]程丽荣,钱稼茹,范重,等.核心配筋柱中心受压试验研究[J].工程力学,2000,30(增刊1):579-584.(CHENG Li-rong,QIAN Jia-ru,FAN Zhong,et al.Test study of columns with central reinforcement underaxial loads[J].Engineering Mechanics,2000,30(Suppl.1):579-584.(in Chinese))
[3]郭军庆,雷自学,陈鹏郎,等.高轴压比下加芯混凝土框架柱延性与承载力试验研究[J].建筑结构学报,2008,29(4):89-95.(GUO Junqing,LEI Zixue,CHEN Penglang,et al.Experimental study on ductilityand bearing capacity of concrete frame columns withcentral reinforcement under high axial compression ratio[J].Journal of Building Structures,2008,29(4):89-95.(in Chinese))
[4]范重,钱稼茹,吴学敏.核心配筋柱抗震性能试验研究[J].建筑结构学报,2001,22(1):14-19.(FANZhong,QIAN Jiaru,WU Xuemin.Experimental study onseismic behavior of concrete columns with centralreinforcement[J].Journal of Building Structures,2001,22(1):14-19.(in Chinese))
[5]全学友,邓凡,黄辉辉.以设计轴压比限值为目标的核心钢筋优化布置分析[J].重庆建筑:施工与技术,2006,9(1):35-38.(QUAN Xue-you,DENG Fan,HUANG Hui-hui.Research on the best configuration ofcore steel bars in the interest for higher permitted axialcompression ratio[J].Journal of Chongqing Architecture:Construction and Technology,2006,9(1):35-38.(in Chinese))
[6]Park R,Paulay T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975.
[7]Tanaka Y,Ro Y,Kawahara T,et al.Strengthening ofreinforced concrete columns by central reinforcingelement[C]//Proceedings of the 11th WCEE.Oxford,England:Pergamon,Elservier Science Ltd.,1996.
[8]Yashiro H,Tanaka Y.Seismic upgrade for reinforcedconcrete columns by strengthening the cross sectionalcenter[C]//Proceedings of the 12th WCEE.UpperHutt,New Zealand:New Zealand Scociety for Earthquake Engineering,2000.
[9]吕西林,张国军,陈绍林.高轴压比高强混凝土足尺框架柱抗震性能研究[J].建筑结构学报,2009,30(3):20-26.(LU Xilin,ZHANG Guojun,CHENShaolin.Research on seismic behavior of full-scalehigh-strength concrete frame columns with high axialcompression ratios[J].Journal of Building Structures,2009,30(3):20-26.(in Chinese))
[10]李云云,李斌.钢骨高强混凝土柱抗震性能影响因素的研究[J].内蒙古科技大学学报,2007,26(3):261-265.(LI Yun-yun,LI Bin.Study on the effects ofseismic behavior of steel reinforced high-strengthconcrete column[J].Journal of Inner MongoliaUniversity of Science and Technology,2009,26(3):20-26.(in Chinese))
[11]张春梅,阴毅,周云.钢管高强混凝土柱抗震性能的试验研究[J].地震工程与工程振动,2004,24(4):86-89.(Zhang Chunmei,Yin Yi,Zhou Yu.Experimental study on seismic behaviors of high strengthconcrete filled steel tube columns[J].Journal ofEarthquake Engineering and Engineering Vibration,2004,24(4):86-89.(in Chinese))
[12]宋或,段敬民.建筑结构试验与检测[M].北京:人民交通出版社,2005.(Song Huo,Duan Jingmin.Testing and inspection of building structures[M].Beijing:China Communications Press,2005.(in Chinese))
[13]Pedro R Munoz,Cheng-Tzu Thomas.Biaxially loadedconcrete-encased composite columns:design equation[J].Journal of Structural Engineering,1997,123(12):1576-1585.
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