H型钢部分外包混凝土组合短柱抗震性能的试验研究
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摘要
随着现代建筑的发展,建筑物的高度、跨度不断增加,传统的钢筋混凝土结构已经满足不了现代建筑的要求。因为高层、超高层建筑结构底部柱子所受的轴向压力很大,如仍采用钢筋混凝土柱,由于受轴压比的限制,导致柱截面尺寸非常大,不仅影响使用功能,而且往往形成不利于结构抗震的短柱。最近几十年,钢与混凝土组合结构在我国的应用越来越广泛,研究也越来越深入,其优良性能和技术经济指标使它有着更广泛的应用前景。本文描述了一种新型组合柱,称之为部分包裹混凝土组合柱,由焊接H型钢在两翼缘之间浇筑混凝土而形成,同时在两翼缘之间焊接一定数量的横向系杆。这种组合柱具有H型钢在工厂预制、支模和浇筑混凝土方便快速以及良好的防火性能等优点。
为了研究这种新型组合柱的受力性能,本文对五个焊接普通H型钢部分包裹混凝土组合短柱进行了低周反复加载试验,试验主要考虑的参数为轴压力系数、含钢率、剪跨比。试验结果表明:钢与混凝土能够很好的协同工作,短柱滞回曲线饱满,没有明显的捏缩现象;达到极限荷载后具有良好的变形能力,位移延性系数在3.40～4.40之间,满足延性构件的要求;刚度退化平缓,耗能能力强;说明H型钢部分包裹混凝土组合短柱具有良好的抗震性能。通过分析可知,轴压力系数对构件抗震性能的影响最为显著。基于一定的基本假定,给出了H型钢部分外包混凝土柱的轴压力系数限值计算公式。
在试验基础上,根据材料的本构关系,采用条带划分的方法对H型钢部分外包混凝土柱的弯矩-曲率关系进行了全过程分析,并与试验结果进行比较,结果表明二者具有较好的一致性。
With the development of modern construction, the height and the span of building are on the increase,the traditional structures of reinforced concrete can not meet requirements of the modern construction. If reinforced concrete columns are still applied in the high-level, ultra-high-rise buildings, it will result in increased size of columns section because of big axial compression and limits of axial compression ratio. This not only affects service function, but also may become short columns whose seismic behavior is poor. The composite structure of steel and concrete has developed fast in our country in recent decades, its excellent performance and technical economical index make it have a wider range of applications. A new composite column is described in this paper, which is named partially encased composite (PEC) column. The new partially encased composite column consists of a H type steel column with steel tie bars welded between the column flange tips and the concrete is in two blocks separated by the web. The column has advantages of the in-plant prefabrication of steel, the quick and convenient concrete formwork and pouring and the fire resistance property.
In order to research this new composite column, in this text, research is carried on five H steel partially encased composite columns, under low frequency cyclic load. The parameters include ratio of axial compression force、steel ratio and slenderness ratio. The experiment results showed that the partially encased composite columns have the plump hysteretic curve,no significant reduction of the pinch phenomenon; Good deformation ability after the specimens reaches ultimate loads,the ductility coefficients are between 3.40and 4.40, the columns can meet the requirement of ductile specimens; The rigidity degradation of columns is low,the specimens have good energy dissipation capacity; The results indicate that H steel partially encased composite (PEC) column has excellent earthquake resistant properties. By analyzed, axis pressure coefficient on the impact of seismic performance component is the most significant. Based on some basic assumption, limited values of axial compression coefficient of H steel partially encased composite columns are put forward through calculating.
Based on the experiment, according to constitutive relations of materials, the relationship of moment and curvature is derived by the method of dividing strips, compared with experiment; two results are in good agreement.
为了研究这种新型组合柱的受力性能,本文对五个焊接普通H型钢部分包裹混凝土组合短柱进行了低周反复加载试验,试验主要考虑的参数为轴压力系数、含钢率、剪跨比。试验结果表明:钢与混凝土能够很好的协同工作,短柱滞回曲线饱满,没有明显的捏缩现象;达到极限荷载后具有良好的变形能力,位移延性系数在3.40～4.40之间,满足延性构件的要求;刚度退化平缓,耗能能力强;说明H型钢部分包裹混凝土组合短柱具有良好的抗震性能。通过分析可知,轴压力系数对构件抗震性能的影响最为显著。基于一定的基本假定,给出了H型钢部分外包混凝土柱的轴压力系数限值计算公式。
在试验基础上,根据材料的本构关系,采用条带划分的方法对H型钢部分外包混凝土柱的弯矩-曲率关系进行了全过程分析,并与试验结果进行比较,结果表明二者具有较好的一致性。
With the development of modern construction, the height and the span of building are on the increase,the traditional structures of reinforced concrete can not meet requirements of the modern construction. If reinforced concrete columns are still applied in the high-level, ultra-high-rise buildings, it will result in increased size of columns section because of big axial compression and limits of axial compression ratio. This not only affects service function, but also may become short columns whose seismic behavior is poor. The composite structure of steel and concrete has developed fast in our country in recent decades, its excellent performance and technical economical index make it have a wider range of applications. A new composite column is described in this paper, which is named partially encased composite (PEC) column. The new partially encased composite column consists of a H type steel column with steel tie bars welded between the column flange tips and the concrete is in two blocks separated by the web. The column has advantages of the in-plant prefabrication of steel, the quick and convenient concrete formwork and pouring and the fire resistance property.
In order to research this new composite column, in this text, research is carried on five H steel partially encased composite columns, under low frequency cyclic load. The parameters include ratio of axial compression force、steel ratio and slenderness ratio. The experiment results showed that the partially encased composite columns have the plump hysteretic curve,no significant reduction of the pinch phenomenon; Good deformation ability after the specimens reaches ultimate loads,the ductility coefficients are between 3.40and 4.40, the columns can meet the requirement of ductile specimens; The rigidity degradation of columns is low,the specimens have good energy dissipation capacity; The results indicate that H steel partially encased composite (PEC) column has excellent earthquake resistant properties. By analyzed, axis pressure coefficient on the impact of seismic performance component is the most significant. Based on some basic assumption, limited values of axial compression coefficient of H steel partially encased composite columns are put forward through calculating.
Based on the experiment, according to constitutive relations of materials, the relationship of moment and curvature is derived by the method of dividing strips, compared with experiment; two results are in good agreement.
引文
[1]陶忠,于清.新型组合结构柱的性能研究[J].建筑钢结构进展,2006,8(5): 17-29.
[2]王清湘,赵大洲,关萍.轴心受压钢骨-钢管高强混凝土组合柱承载力的研究[J].大连:中国公路学报,2004,17(3):36-40.
[3]赵鸿铁.钢与混凝土组合结构[M].北京:科技出版社,2001.
[4]林宗凡.钢-混凝土组合结构[M].上海:同济大学出版社,2004.
[5]池田尚治.钢-混凝土组合结构设计手册[M].北京:地震出版社,1992.
[6] YB9082-98钢骨混凝土结构设计规程[S].北京:冶金工业出版社,1998.
[7]孙国良.钢-混凝土组合结构及其应用[J].郑州工学院学报,1982,1:39-53.
[8]钢-混凝土结构科研组.钢混凝土组合资料(第十期)[R].郑州工学院土建系,1984.
[9] Brent S. Prickett, Robert G. Driver. Behavior of partially encased composite columns made with high performance concrete[R]. Structure engineering report No.262. Department of civil & environmental engineering university of Alberta, 2006.
[10]建设部人事教育劳动司. MB轻型钢结构住宅建筑体系[M].北京:中国建筑工业出版社,2005.
[11]赵桥荣.外包型钢混凝土梁性能研究[D].西安建筑科技大学硕士学位论文,2004.
[12]陈宗平.型钢混凝土异形柱抗震性能试验研究[D].西安建筑科技大学硕士学位论文,2007.
[13]刘阳.核心型钢混凝土柱抗震性能试验研究[D].华侨大学硕士学位论文,2006.
[14]赵世春.空腹桁架式型钢混凝土框架柱抗震性能的试验[J].工业建筑,2007,37(2):93-95.
[15]李云云.钢骨高强混凝土柱的抗震性能研究[D].内蒙古科技大学硕士学位论文,2004.
[16]徐明,余勇.钢骨混凝土柱在低周反复水平荷载下的试验研究[C].南京:第八届全国结构工程学术会议论文集(第Ⅱ卷),1999,2(a2):78-83.
[17]贾金青.钢骨高强混凝土短柱轴压力系数限值的试验研究[J].建筑结构,2003,24(1):14-18.
[18]赵世春.空腹桁架式型钢混凝土框架柱抗震性能的试验[J].西南交通大学学报,2007,37(2):13-17.
[19] D. jiang, W. cheng. Steel-reinforced Concrete Joints Undercyclic Load [J]. Magazineof concrete Research, 2003, Vol(55):745-756.
[20] Junichi Sakai, Chiaki Matsui. Hysteresis Characteristic of steel reinforced concrete Beam- Columns Formulaeon skeleton curves of SRC beam-columns encased H-shaped steel[C].日本建筑学会构造系论文集,2000, 534.
[21] Lee TK, Pan ADE. Analysis of composite beam-columns under lateral cyclic loading [J]. Journal of Structural Engineering, 2001, 127(2):168-193.
[22] Hsu H.-L., Wang C.-L. Flexural-Torsional behavior of steel reinforced concrete members subjected to repeated loading [J]. Earthquake Engineering and Structural Dynamics, 2000, 29(5):667-682.
[23]赵鸿铁.高层建筑结构与高耸结构[M].北京:科学出版社,2003.
[24]姜维山. SRC短柱在轴力和反复水平力作用下的抗剪强度与变形性能试验研究[J].西安冶金建筑学院学报,1998,30(2):123-125.
[25]徐亚丰.钢骨高强混凝土柱的轴压比限值[J].东北大学学报,2003,24(5): 488-490.
[26]赵世春.劲性钢筋混凝土构件基本受力行为的研究[D].成都:西南交通大学硕士学位论文, 1993,1:13-19.
[27]张素芳. SRC框架短柱在低周反复荷载作用下的延性[J].西南交通大学学报,1990,2:112-118.
[28]陈宗梁,张誉,李向民.钢骨高强混凝土柱合理用钢量的研究[J].建筑结构,1999,7:11-17.
[29] British Standard Institution, Steel, Concrete and Composite Bridges Part5[S]. Code of Practice for Design of Composite Brige, 1979.
[30]任君,杜洋.钢骨混凝土构件的受力性能研究综述[J].建筑结构,2008,9:13-15.
[31]梁书亭.钢筋混凝土框架结构抗震控制研究[J].建筑结构学报,1994,15(5): 43-49,37.
[32]叶列平,方鄂华.钢骨混凝土构件的受力性能研究综述[J].土木工程学报,2000,33(5):1-12.
[33]于庆荣,颜德姮.混凝土结构[M].中国建筑工业出版社,1994.
[34] YB9082-98钢骨混凝土结构设计规程[S].北京:冶金工业出版社,1998.
[35]钟善桐.钢管混凝土结构[M].哈尔滨:黑龙江科学技术出版社,1994.
[36]侯善民.钢骨混凝土柱轴压比限值的试验研究[J].建筑结构学报,1999,20(2): 51-59.
[37] GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[38] GB/T 228-2002金属材料室温拉伸试验方法[S].北京:中国标准出版社,2004.
[39] GB/T50081-2002普通混凝土力学性能试验方法标准[S].北京:中国建筑工业出版社,2003.
[40]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.
[41]沈在康.混凝土结构试验方法新标准应用评讲[M].北京:中国建筑工业出版社,1993.
[42]张志远,蔡绍怀,顾维平.高强混凝土柱抗震性能与配箍率关系的试验研究[J].建筑科学,1993,(1):12-18.
[43]姚振纲,刘祖华.建筑结构试验[M].上海:同济大学出版社,1996.
[44] JGJ101-96建筑抗震试验方法规程[S].中华人民共和国行业标准,北京:中国建筑工业出版社,1997.
[45]黄晓宇.方钢管混凝土柱抗震性能试验研究[D].天津大学硕士学位论文,2004.
[46]陈肇元,朱金铨,吴佩刚.高强混凝土及其应用[M].清华大学出版社,1991,12.
[2]王清湘,赵大洲,关萍.轴心受压钢骨-钢管高强混凝土组合柱承载力的研究[J].大连:中国公路学报,2004,17(3):36-40.
[3]赵鸿铁.钢与混凝土组合结构[M].北京:科技出版社,2001.
[4]林宗凡.钢-混凝土组合结构[M].上海:同济大学出版社,2004.
[5]池田尚治.钢-混凝土组合结构设计手册[M].北京:地震出版社,1992.
[6] YB9082-98钢骨混凝土结构设计规程[S].北京:冶金工业出版社,1998.
[7]孙国良.钢-混凝土组合结构及其应用[J].郑州工学院学报,1982,1:39-53.
[8]钢-混凝土结构科研组.钢混凝土组合资料(第十期)[R].郑州工学院土建系,1984.
[9] Brent S. Prickett, Robert G. Driver. Behavior of partially encased composite columns made with high performance concrete[R]. Structure engineering report No.262. Department of civil & environmental engineering university of Alberta, 2006.
[10]建设部人事教育劳动司. MB轻型钢结构住宅建筑体系[M].北京:中国建筑工业出版社,2005.
[11]赵桥荣.外包型钢混凝土梁性能研究[D].西安建筑科技大学硕士学位论文,2004.
[12]陈宗平.型钢混凝土异形柱抗震性能试验研究[D].西安建筑科技大学硕士学位论文,2007.
[13]刘阳.核心型钢混凝土柱抗震性能试验研究[D].华侨大学硕士学位论文,2006.
[14]赵世春.空腹桁架式型钢混凝土框架柱抗震性能的试验[J].工业建筑,2007,37(2):93-95.
[15]李云云.钢骨高强混凝土柱的抗震性能研究[D].内蒙古科技大学硕士学位论文,2004.
[16]徐明,余勇.钢骨混凝土柱在低周反复水平荷载下的试验研究[C].南京:第八届全国结构工程学术会议论文集(第Ⅱ卷),1999,2(a2):78-83.
[17]贾金青.钢骨高强混凝土短柱轴压力系数限值的试验研究[J].建筑结构,2003,24(1):14-18.
[18]赵世春.空腹桁架式型钢混凝土框架柱抗震性能的试验[J].西南交通大学学报,2007,37(2):13-17.
[19] D. jiang, W. cheng. Steel-reinforced Concrete Joints Undercyclic Load [J]. Magazineof concrete Research, 2003, Vol(55):745-756.
[20] Junichi Sakai, Chiaki Matsui. Hysteresis Characteristic of steel reinforced concrete Beam- Columns Formulaeon skeleton curves of SRC beam-columns encased H-shaped steel[C].日本建筑学会构造系论文集,2000, 534.
[21] Lee TK, Pan ADE. Analysis of composite beam-columns under lateral cyclic loading [J]. Journal of Structural Engineering, 2001, 127(2):168-193.
[22] Hsu H.-L., Wang C.-L. Flexural-Torsional behavior of steel reinforced concrete members subjected to repeated loading [J]. Earthquake Engineering and Structural Dynamics, 2000, 29(5):667-682.
[23]赵鸿铁.高层建筑结构与高耸结构[M].北京:科学出版社,2003.
[24]姜维山. SRC短柱在轴力和反复水平力作用下的抗剪强度与变形性能试验研究[J].西安冶金建筑学院学报,1998,30(2):123-125.
[25]徐亚丰.钢骨高强混凝土柱的轴压比限值[J].东北大学学报,2003,24(5): 488-490.
[26]赵世春.劲性钢筋混凝土构件基本受力行为的研究[D].成都:西南交通大学硕士学位论文, 1993,1:13-19.
[27]张素芳. SRC框架短柱在低周反复荷载作用下的延性[J].西南交通大学学报,1990,2:112-118.
[28]陈宗梁,张誉,李向民.钢骨高强混凝土柱合理用钢量的研究[J].建筑结构,1999,7:11-17.
[29] British Standard Institution, Steel, Concrete and Composite Bridges Part5[S]. Code of Practice for Design of Composite Brige, 1979.
[30]任君,杜洋.钢骨混凝土构件的受力性能研究综述[J].建筑结构,2008,9:13-15.
[31]梁书亭.钢筋混凝土框架结构抗震控制研究[J].建筑结构学报,1994,15(5): 43-49,37.
[32]叶列平,方鄂华.钢骨混凝土构件的受力性能研究综述[J].土木工程学报,2000,33(5):1-12.
[33]于庆荣,颜德姮.混凝土结构[M].中国建筑工业出版社,1994.
[34] YB9082-98钢骨混凝土结构设计规程[S].北京:冶金工业出版社,1998.
[35]钟善桐.钢管混凝土结构[M].哈尔滨:黑龙江科学技术出版社,1994.
[36]侯善民.钢骨混凝土柱轴压比限值的试验研究[J].建筑结构学报,1999,20(2): 51-59.
[37] GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[38] GB/T 228-2002金属材料室温拉伸试验方法[S].北京:中国标准出版社,2004.
[39] GB/T50081-2002普通混凝土力学性能试验方法标准[S].北京:中国建筑工业出版社,2003.
[40]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.
[41]沈在康.混凝土结构试验方法新标准应用评讲[M].北京:中国建筑工业出版社,1993.
[42]张志远,蔡绍怀,顾维平.高强混凝土柱抗震性能与配箍率关系的试验研究[J].建筑科学,1993,(1):12-18.
[43]姚振纲,刘祖华.建筑结构试验[M].上海:同济大学出版社,1996.
[44] JGJ101-96建筑抗震试验方法规程[S].中华人民共和国行业标准,北京:中国建筑工业出版社,1997.
[45]黄晓宇.方钢管混凝土柱抗震性能试验研究[D].天津大学硕士学位论文,2004.
[46]陈肇元,朱金铨,吴佩刚.高强混凝土及其应用[M].清华大学出版社,1991,12.