带端柱高性能混凝土剪力墙抗震试验与分析
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摘要
为了改善高性能混凝土剪力墙的延性,按性能设计理论,在剪力墙截面两端设置端柱,并在构件的塑性铰区采用分段约束高强箍筋,设计了6个带端柱高性能混凝土剪力墙试件,进行了拟静力试验;对其破坏形态、滞回特性、变形能力、刚度退化、耗能能力、截面应变等进行了研究。根据试验结果,给出了高性能混凝土剪力墙在使用良好、生命安全和防止倒塌三个性能水平对应的层间位移角的分布范围和平均值;分析了轴压比、剪跨比、约束箍筋数量及范围等因素对剪力墙的延性、耗能能力和破坏形态的影响。研究结果表明,三个性能水平对应的层间位移角与构件的损伤程度有较好的相关性,可以用作这种构件的性能指标;设置端柱并根据轴压比和位移延性需求确定的分段约束箍筋数量和范围,可以明显改善高性能混凝土剪力墙的脆性,使高性能混凝土剪力墙的延性指标达到设计要求。
在带端柱高性能混凝土剪力墙试验研究的基础上,利用宏观有限元分析程序CANNY,建立了带端柱高性能混凝土剪力墙的力学模型,数值仿真了试件的反复水平加载试验过程,理论结果与试验结果进行相互验证、修正。
通过理论分析和计算,研究了设置约束边缘构件的普通混凝土剪力墙轴压比限值,可供修订规范时参考;在利用CANNY程序进行非线性分析的基础上,数值仿真计算了带端柱高性能混凝土剪力墙的轴压比限值,为研究工作和工程设计提供参考。
According to performance-based seismic design theory,six specimens of high performance concrete shear wall with boundary columns and several high strength rings like a chain along boundary element in the potential plastic region were designed and the quasi-static tests were carried out.Seismic performance such as failure pattern, hysteretic property,displacement ductility,rigidity degeneration,energy dissipation and section strain etc were investigated.Through the analysis of tests,the mean value and distribution of the story drift ratio for three performance levels,namely serviceability, life-safety and collapse protection,are presented.The influence of the axial load ratio, the shear span ratio,the amount and range of confinement reinforcement on the ductility, the capacity of energy dissipation and failure pattern were analyzed.The study shows that the story drift ratio,which is close correlative with the damage levels of members, can be used as the performance indexes of the members.In addition,setting boundary columns,and the amount and range of the several rings along boundary element determined by the axial load ratio and displacement ductility demand were demonstrated to be valid,and the ductility level of the high performance concrete shear wall met the demands of design.
On the basic research and analysis of high performance concrete shear wall with boundary columns,the mechanical model of it are set up by using the non-linear analysis program CANNY,simulating the repeated loading test process,theoretical results and the experimental results are contrasted mutually.
Through theoretical analysis and calculations,the allowable axial load ratio of concrete shear wall with confined boundary elements is studied,it can be used for revising the design code;using the non-linear analysis program CANNY,based on the numerical simulation with high performance concrete shear wall with boundary columns,the allowable axial load ratio of it is analysed,providing a reference to the study and design work.
在带端柱高性能混凝土剪力墙试验研究的基础上,利用宏观有限元分析程序CANNY,建立了带端柱高性能混凝土剪力墙的力学模型,数值仿真了试件的反复水平加载试验过程,理论结果与试验结果进行相互验证、修正。
通过理论分析和计算,研究了设置约束边缘构件的普通混凝土剪力墙轴压比限值,可供修订规范时参考;在利用CANNY程序进行非线性分析的基础上,数值仿真计算了带端柱高性能混凝土剪力墙的轴压比限值,为研究工作和工程设计提供参考。
According to performance-based seismic design theory,six specimens of high performance concrete shear wall with boundary columns and several high strength rings like a chain along boundary element in the potential plastic region were designed and the quasi-static tests were carried out.Seismic performance such as failure pattern, hysteretic property,displacement ductility,rigidity degeneration,energy dissipation and section strain etc were investigated.Through the analysis of tests,the mean value and distribution of the story drift ratio for three performance levels,namely serviceability, life-safety and collapse protection,are presented.The influence of the axial load ratio, the shear span ratio,the amount and range of confinement reinforcement on the ductility, the capacity of energy dissipation and failure pattern were analyzed.The study shows that the story drift ratio,which is close correlative with the damage levels of members, can be used as the performance indexes of the members.In addition,setting boundary columns,and the amount and range of the several rings along boundary element determined by the axial load ratio and displacement ductility demand were demonstrated to be valid,and the ductility level of the high performance concrete shear wall met the demands of design.
On the basic research and analysis of high performance concrete shear wall with boundary columns,the mechanical model of it are set up by using the non-linear analysis program CANNY,simulating the repeated loading test process,theoretical results and the experimental results are contrasted mutually.
Through theoretical analysis and calculations,the allowable axial load ratio of concrete shear wall with confined boundary elements is studied,it can be used for revising the design code;using the non-linear analysis program CANNY,based on the numerical simulation with high performance concrete shear wall with boundary columns,the allowable axial load ratio of it is analysed,providing a reference to the study and design work.
引文
[1]国家标准.混凝土结构设计规范(GB50010-2002)[S].中国建筑工业出版社,2002.
[2]国家标准.建筑抗震设计规范(GB50011-2001)[S].中国建筑工业出版社,2001.
[3]行业标准.高层建筑混凝土结构技术规程(JGJ3-2002)[S].中国建筑工业出版社,2002.
[4]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings [J].Bulletin of the NewZealand Society for Earthquake Engineering,2000,33(4):421-444.
[5]吴中伟,廉慧珍.高性能混凝土[M].中国铁道出版社,1999.
[6]冯乃谦.高性能混凝土结构[M].机械工业出版社,2004.
[7]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报(自然科学版),1999,39(4):88-91.
[8]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2004,37(3):35-43.
[9]钱稼茹,魏勇等.高轴压比钢骨混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2008,29(2):43-50.
[10]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[11]Oh Y.H.,Han S.W.and Lee L.H.Effect of boundary element details on the seismic deformation capacity of structural walls.Earthquake Engineering and StructuralDynamic.s,2002;31(8):1583-1602.
[12]吕西林,孟良.一种新型抗震耗能剪力墙结构——模型的振动台试验研究[J].世界地震工程,1995,11(l):29-34.
[13]蒋欢军,吕西林.新型耗能剪力墙模型低周反复荷载试验研究[J].世界地震工程,2000,16(3):63-67.
[14]叶列平,康胜,曾勇.双功能带缝剪力墙的弹性受力性能分析[J].清华大学学报(自然科学版),1999,39(12):79-81.
[15]曹万林,王洪星等.带X形暗支撑设暗竖缝剪力墙抗震性能试验研究[J].世界地震工程,2001,17(2):39-42.
[16]曹万林,张建伟等.钢筋混凝土有边框带双层暗支撑剪力墙抗震性能试验研究[J].世界地震工程,2000,16(4):82-86.
[17]曹万林,王敏等.矩形钢管混凝土边框组合剪力墙及简体结构抗震研究[J].工程力学,2008,25(增刊Ⅰ):360-364.
[18]黄雄军,罗英,赵世春.劲性砼低剪力墙抗震性能研究[J].地震工程与工程震动,2001,21(3):41-48.
[19]黄雄军,赵世春.带劲性钢筋混凝土边框低剪力墙的试验研究[J].西南交通大学学报, 1998,33(5):535-539.
[20]黄双华,黄雄军.劲性混凝土带边框低剪力墙极限承载力的计算[J].西南交通大学学报,2001,36(4):360-364.
[21]吕西林,董宇光,丁子文.截面中部配置型钢的混凝土剪力墙抗震性能试验研究[J].地震工程与工程振动,2006,(6):101-107.
[22]乔彦明,钱稼茹,方鄂华.钢骨混凝土剪力墙抗剪性能的试验研究[J].建筑结构,1995,25(8):3-7.
[23]左晓宝,戴自强,李研波.改善高强混凝土剪力墙抗震性能的试验研究[J].工业建筑,2001,31(6):37-39.
[24]Emamy Farvashany.F,Stephen J.F.Strength and deformation of high-strength concrete shear walls[J].ACI Structural Journal,2008,105(1):21-29.
[25]梁兴文,邓明科,张兴虎等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[26]邓明科.高性能混凝土剪力墙基于性能的抗震设计理论与试验研究[D].西安:西安建筑科技大学博士学位论文,2006.
[27]JGJ 101—96 建筑抗震试验方法规程[S].
[28]刘大海,杨翠如,钟锡根编著.高层建筑抗震设计[M].北京:中国建筑工业出版社,1993.
[29]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.
[30]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘件基于弹塑性层间位移角的设计[J].建筑结构,2002,32(8):3-6.
[31]Canny2005 Users's Manual,Canny Consultants Pte Ltd,2005.
[32]Canny2005 Technical Manual,Canny Consultants Pte Ltd,2005.
[33]Canny2005 Samples Of Canny Input Data,Canny Consultants Pte Ltd,2005.
[34]李康宁.结构三维弹塑性分析方法及其在建筑物震害中的应用,建筑结构,2001,(3):53-61.
[35]李康宁.结构三维弹塑性分析方法及计算机程序CANNY,四川建筑科学研究,2001,(4):1-6.
[36]韦锋,杨红,白绍良.钢筋混凝土剪力墙多竖杆模型的应用和讨论[J].重庆大学学报(自然科学版),2005,Vol.28(1):126-130.
[37]李国强,周向明,丁翔.钢筋混凝土剪力墙非线性动力分析模型[J].世界地震工程,2000,16(2):13-18.
[38]李兵,李宏男.钢筋混凝土剪力墙弹塑性分析方法[J1.地震工程与工程振动,2004,Vol.24(1):76-81.
[39]陈伯望,王海波,沈蒲生.剪力墙多垂直杆单元模型的改进及应用[J].工程力学,2005,Vol.22(3):183-189.
[40]吕西林,卢文生.纤维墙元模型在剪力墙结构非线性分析中的应用[J].力学季刊,2005(3):72-80.
[41]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2003,Vol.37(3):35-43.
[42]陈云涛,吕西林.剪力墙非线性分析中多垂直杆元模型的分析与改进[J].结构工程师,2001,(1):19-24.
[43]董宇光.型钢与混凝土粘结_滑移关系及型钢混凝土剪力墙抗震性能研究[D].上海:同济大学博士学位论文,2006.
[44]Thomsen J H,Wallace J W.Displacement-based design of slender reinforced concrete walls—Experimental verification[J].Journal of Structural Engineering,2004,130(4):618-630.
[45]Wallace J W,Moehle J P.Ductility and detailing requirements of bearing wall buildings[J].Journal ors tructural Engineering,1992,118(6):1625-1644.
[46]Paulay T,Priestley MJN.Seismic Design of Reinforced Concrete and Masonry Buildings[M].New York:John Wiley & Sons,Inc,1992,241-243.
[47]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报(自然科学版),2007,43(3):1-4.
[48]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报,2002,42(10):1369-1373.
[49]梁兴文,杨鹏辉,邓明科.无约束边缘构件混凝土剪力墙的轴压比限值研究[J].工业建筑,已录用.
[50]陈勤,李耕勤,钱稼茹,顾万黎.HRB400级钢筋焊接网剪力墙试验研究[J].混凝土,2002(7):18-22.
[51]李耕勤,钱稼茹,顾万黎.采用冷轧带肋钢筋焊接网剪力墙的抗震性能研究[J].建筑结构,2002,32(10):29-33.
[2]国家标准.建筑抗震设计规范(GB50011-2001)[S].中国建筑工业出版社,2001.
[3]行业标准.高层建筑混凝土结构技术规程(JGJ3-2002)[S].中国建筑工业出版社,2002.
[4]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings [J].Bulletin of the NewZealand Society for Earthquake Engineering,2000,33(4):421-444.
[5]吴中伟,廉慧珍.高性能混凝土[M].中国铁道出版社,1999.
[6]冯乃谦.高性能混凝土结构[M].机械工业出版社,2004.
[7]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报(自然科学版),1999,39(4):88-91.
[8]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2004,37(3):35-43.
[9]钱稼茹,魏勇等.高轴压比钢骨混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2008,29(2):43-50.
[10]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[11]Oh Y.H.,Han S.W.and Lee L.H.Effect of boundary element details on the seismic deformation capacity of structural walls.Earthquake Engineering and StructuralDynamic.s,2002;31(8):1583-1602.
[12]吕西林,孟良.一种新型抗震耗能剪力墙结构——模型的振动台试验研究[J].世界地震工程,1995,11(l):29-34.
[13]蒋欢军,吕西林.新型耗能剪力墙模型低周反复荷载试验研究[J].世界地震工程,2000,16(3):63-67.
[14]叶列平,康胜,曾勇.双功能带缝剪力墙的弹性受力性能分析[J].清华大学学报(自然科学版),1999,39(12):79-81.
[15]曹万林,王洪星等.带X形暗支撑设暗竖缝剪力墙抗震性能试验研究[J].世界地震工程,2001,17(2):39-42.
[16]曹万林,张建伟等.钢筋混凝土有边框带双层暗支撑剪力墙抗震性能试验研究[J].世界地震工程,2000,16(4):82-86.
[17]曹万林,王敏等.矩形钢管混凝土边框组合剪力墙及简体结构抗震研究[J].工程力学,2008,25(增刊Ⅰ):360-364.
[18]黄雄军,罗英,赵世春.劲性砼低剪力墙抗震性能研究[J].地震工程与工程震动,2001,21(3):41-48.
[19]黄雄军,赵世春.带劲性钢筋混凝土边框低剪力墙的试验研究[J].西南交通大学学报, 1998,33(5):535-539.
[20]黄双华,黄雄军.劲性混凝土带边框低剪力墙极限承载力的计算[J].西南交通大学学报,2001,36(4):360-364.
[21]吕西林,董宇光,丁子文.截面中部配置型钢的混凝土剪力墙抗震性能试验研究[J].地震工程与工程振动,2006,(6):101-107.
[22]乔彦明,钱稼茹,方鄂华.钢骨混凝土剪力墙抗剪性能的试验研究[J].建筑结构,1995,25(8):3-7.
[23]左晓宝,戴自强,李研波.改善高强混凝土剪力墙抗震性能的试验研究[J].工业建筑,2001,31(6):37-39.
[24]Emamy Farvashany.F,Stephen J.F.Strength and deformation of high-strength concrete shear walls[J].ACI Structural Journal,2008,105(1):21-29.
[25]梁兴文,邓明科,张兴虎等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[26]邓明科.高性能混凝土剪力墙基于性能的抗震设计理论与试验研究[D].西安:西安建筑科技大学博士学位论文,2006.
[27]JGJ 101—96 建筑抗震试验方法规程[S].
[28]刘大海,杨翠如,钟锡根编著.高层建筑抗震设计[M].北京:中国建筑工业出版社,1993.
[29]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.
[30]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘件基于弹塑性层间位移角的设计[J].建筑结构,2002,32(8):3-6.
[31]Canny2005 Users's Manual,Canny Consultants Pte Ltd,2005.
[32]Canny2005 Technical Manual,Canny Consultants Pte Ltd,2005.
[33]Canny2005 Samples Of Canny Input Data,Canny Consultants Pte Ltd,2005.
[34]李康宁.结构三维弹塑性分析方法及其在建筑物震害中的应用,建筑结构,2001,(3):53-61.
[35]李康宁.结构三维弹塑性分析方法及计算机程序CANNY,四川建筑科学研究,2001,(4):1-6.
[36]韦锋,杨红,白绍良.钢筋混凝土剪力墙多竖杆模型的应用和讨论[J].重庆大学学报(自然科学版),2005,Vol.28(1):126-130.
[37]李国强,周向明,丁翔.钢筋混凝土剪力墙非线性动力分析模型[J].世界地震工程,2000,16(2):13-18.
[38]李兵,李宏男.钢筋混凝土剪力墙弹塑性分析方法[J1.地震工程与工程振动,2004,Vol.24(1):76-81.
[39]陈伯望,王海波,沈蒲生.剪力墙多垂直杆单元模型的改进及应用[J].工程力学,2005,Vol.22(3):183-189.
[40]吕西林,卢文生.纤维墙元模型在剪力墙结构非线性分析中的应用[J].力学季刊,2005(3):72-80.
[41]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2003,Vol.37(3):35-43.
[42]陈云涛,吕西林.剪力墙非线性分析中多垂直杆元模型的分析与改进[J].结构工程师,2001,(1):19-24.
[43]董宇光.型钢与混凝土粘结_滑移关系及型钢混凝土剪力墙抗震性能研究[D].上海:同济大学博士学位论文,2006.
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