型钢高强高性能混凝土框架节点的受力性能研究
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摘要
型钢高强高性能混凝土(SRHSHPC)组合结构作为一种新型的结构形式,充分发挥了钢与高强高性能混凝土两种材料的优良特性,逐渐成为了高层和超高层建筑的主要结构形式之一。本文对SRHSHPC框架节点进行了受力性能研究,主要研究内容如下:
1、通过5榀SRHSHPC框架节点试件的低周反复加载试验,探讨了节点的受力性能,包括裂缝开展、受力机理、破坏形态,分析了轴压比、混凝土强度对节点承载力、骨架曲线、滞回曲线的影响。
2、采用ANSYS有限元程序对节点试件的受力过程进行了数值模拟,得到了节点在单调荷载作用下的荷载—位移曲线。与试验结果对比分析表明,本文所采用的分析模型基本合理,可以客观地反映节点的受力性能。在此基础上,进一步探讨了含钢率变化对SRHSHPC框架梁柱节点受力性能的影响,分析了节点核心区型钢的应力分布以及节点范围纵筋和箍筋的受力状况。
3、基于已有单、双参数损伤模型,引入破坏比及累积塑性损伤参数,得出适用于SRHSHPC框架梁柱节点的损伤模型,并通过试验结果回归确定了模型中损伤参数。最后,基于节点损伤指数的变化规律,研究混凝土强度、轴压比对节点损伤性能的影响。
The steel reinforced high strength and high performance concrete(SRHSHPC) structure as a new type of structural form,can play fully excellent features of steel and high strength high performance concrete,so it gradually become one of the primary structures for the high-rise and supper high-rise buildings.In this paper,the mechanical behavior of SRHSHPC frame joints is studied,and the main research contents are as follows:
Based on the test results of 5 SRHSHPC frame joints under low cyclic loading,the mechanical behaviors of frame joints is discussed,including crack development,the stress mechanism and the failure modes.The effect of the axial compression ratio,concrete strength on the carrying capacity,the skeleton curve,as well as the hysteresis curve of joints is respectively analyzed.
ANSYS finite element program is used to perform the numerical simulation of loading process of the joint,and the load-displacement curve under monotonic axial load is obtained.Comparison of numerical analysis results with the experimental results indicates that the model is basically reasonable and can impersonally reflect the mechanical behavior of the joint.On the basis of the mentioned above,the effect of steel ratio on the mechanical performance of SRHSHPC frame joints is further discussed.The stress distribution of steel as well as the stress situation of longitudinal steel and hoop steel in the point area are analyzed.
Based on the single,two-parameter damage model,the failure ratio and the cumulative plastic damage parameters are introduced,and the damage model for SRHSHPC frame joints is obtained,furthermore the damage parameters are ascertained by the regression of the experimental results.Finally,according to the change law of damage index,the effect of concrete strength and axial compression ratio on the damage performance of joint is studied.
1、通过5榀SRHSHPC框架节点试件的低周反复加载试验,探讨了节点的受力性能,包括裂缝开展、受力机理、破坏形态,分析了轴压比、混凝土强度对节点承载力、骨架曲线、滞回曲线的影响。
2、采用ANSYS有限元程序对节点试件的受力过程进行了数值模拟,得到了节点在单调荷载作用下的荷载—位移曲线。与试验结果对比分析表明,本文所采用的分析模型基本合理,可以客观地反映节点的受力性能。在此基础上,进一步探讨了含钢率变化对SRHSHPC框架梁柱节点受力性能的影响,分析了节点核心区型钢的应力分布以及节点范围纵筋和箍筋的受力状况。
3、基于已有单、双参数损伤模型,引入破坏比及累积塑性损伤参数,得出适用于SRHSHPC框架梁柱节点的损伤模型,并通过试验结果回归确定了模型中损伤参数。最后,基于节点损伤指数的变化规律,研究混凝土强度、轴压比对节点损伤性能的影响。
The steel reinforced high strength and high performance concrete(SRHSHPC) structure as a new type of structural form,can play fully excellent features of steel and high strength high performance concrete,so it gradually become one of the primary structures for the high-rise and supper high-rise buildings.In this paper,the mechanical behavior of SRHSHPC frame joints is studied,and the main research contents are as follows:
Based on the test results of 5 SRHSHPC frame joints under low cyclic loading,the mechanical behaviors of frame joints is discussed,including crack development,the stress mechanism and the failure modes.The effect of the axial compression ratio,concrete strength on the carrying capacity,the skeleton curve,as well as the hysteresis curve of joints is respectively analyzed.
ANSYS finite element program is used to perform the numerical simulation of loading process of the joint,and the load-displacement curve under monotonic axial load is obtained.Comparison of numerical analysis results with the experimental results indicates that the model is basically reasonable and can impersonally reflect the mechanical behavior of the joint.On the basis of the mentioned above,the effect of steel ratio on the mechanical performance of SRHSHPC frame joints is further discussed.The stress distribution of steel as well as the stress situation of longitudinal steel and hoop steel in the point area are analyzed.
Based on the single,two-parameter damage model,the failure ratio and the cumulative plastic damage parameters are introduced,and the damage model for SRHSHPC frame joints is obtained,furthermore the damage parameters are ascertained by the regression of the experimental results.Finally,according to the change law of damage index,the effect of concrete strength and axial compression ratio on the damage performance of joint is studied.
引文
[1]梅村魁等.劲性钢筋混凝土结构的抗震设计[J].中国建筑科学研究院,1988.
[2]YB9082-97.《钢骨混凝土结构设计规程》[S].冶金工业部,1997.
[3]JGJ138-2001.《型钢混凝土组合结构技术规程》[S].北京:中国建筑工业出版社,2001.
[4]Structural Engineering Association of California(SEAOC).Strength and Ductility of FR Welded-Bolted Connections.Report NO.SACBD-98/01
[5]中国建筑科学研究院.混凝土结构研究报告选集3[M].北京:中国建筑工业出版社,1994.
[6]陈家夔,张轶群,赵世春.劲性钢筋混凝土框架顶层边节点静力及抗震性能试验研究[J].西南交通大学学报.1993(1)
[7]邹昀,吕西林,钱江.上海环球金融中心大厦结构抗震性能研究[J].建筑结构学报.2006,27(6).
[8]徐亚丰.钢骨高强混凝土框架节点抗震性能研究[D].东北大学,2003.
[9]若林実.耐震槽造[M].森北出版株式会社,1981.
[10]Minami K.Beam to Column Stress Transfer in Composite Structures[J].Architectural Institute of Japan,3rd Edition,November,1975
[11]Sheikh T M.Moment Connections Between Steel Beams and Concrete Columns[D].The University of Texas at Austin,1987.
[12]Kanno R.Strength,Deformation,and Seismic Resistance of Joints Between Steel Beams and Reinforced Concrete Columns[D].Cornell University,1993.
[13]Bugeja M N,Bracci J M,Moore W P.Seismic Behavior of Composite RCS Frame Systems[R].Department of Civil Engineering,Texas A&M University,1999.
[14]Parra-montesinos G,Liang X,Weght J K.Towards Deformation-Based Capacity Design of RCS Beam-Column Connections[J].Engineering Structures.2003,25(5).
[15]曾磊.适用于型钢混凝土结构的高强高性能混凝土试验研究.西安建筑科技大学硕士论文,2005.6.
[16]劲性钢筋混凝土结构性能及设计方法课题组.劲性钢筋混凝土结构性能及设计方法综合报告集[M].1991.
[17]ANSYS Operation Reference,Electronic Release,SAS IP,Inc,1998.
[18]GB 50010-2002.《混凝土结构设计规范》[S].北京:中国建筑工业出版社,2002.
[19]王勖成.有限单元法[M].清华大学出版社,2003.
[20]王新敏.Ansys工程结构数值分析[M].北京:人民交通出版社.
[21]吴德飞,童树根.含初始缺陷钢结构损伤累积至断裂后期的调查分析[J].工程力学.2006,23.
[22]董毓利,谢和平,赵鹏.循环受压砼全过程发射试验及其本构关系[J].试验力学,1996.11(2).
[23]董毓利,谢和平,李世平.不同围压下混凝土受压弹塑性损伤本构模型的研究[J].煤炭学报.
[24]李杰,吴建营.混凝土弹塑性损伤本构模型研究[J].土木工程学报,2005,38(9).
[25]Deniaud C,Neale K W..An Assessment of Constitutive Models for Concrete Columns Confined with Fiber Composite Sheets.Composite Structures,2006,73(2).
[26]Luccioni B M,Rougier V.C.A Plastic Damage Approach for Confined Concrete.Computers & Structures,2005,83(27).
[27]宋玉普.受侧向约束混凝土的内时损伤本构模型[J].工程力学,2007,24(12).
[28]S.S.Zheng,L.Li..Characteristics of Fracture Mechanics for Crack Tip near the Interface between Steel and Concrete in Composite Structures.Key Engineering Materials,2007.
[29]Yong-Ji Park.Mechanics Seismic Damage Model for Reinforced Concrete.Journal of Structural Engineering[J].ASCE,1985,111(4)
[30]杜修力,欧进萍.建筑结构地震破坏评估模型.世界地震工程,1991,7(3).
[31]牛荻涛,任利杰.改进的钢筋混凝土双参数地震破坏模型[J].地震工程与工程振动,1996,16(4).
[32]刘伯权,白绍良.抗震结构的等效延性破坏准则及其子结构试验验证[J].地震工程与工程振动,1997,17(3).
[33]Balkema A A..Challenges for Concrete in the Next Millennium,Volume 2,Rotterdam and Brookfield.
[34]Yong-Ji Park.Mechanics Seismic Damage Model for Reinforced Concrete.Journal of Structural Engineering,ASCE,1985,111(4).
[35]Ghobarah A,Abou-elfath H..Response-Based Damage Assessment of Structure.Earthquake Engineering and Structural Dynamics,1999,Vol.28.
[36]Hearn G,Testa R B.Model analysis for damage detection in structures.ASCE,J of Structural Engineering,1991,117(10).
[37]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquake groundmotions.Computers and Structures,1983,16.
[38]Magly S L Roufaiel and Christian Meyer.Analyturcal Modeling of Hystertic Behavior of R/C Frumes[J].Journal of Structural Engineering,1987,113(3).
[39]M.F.Ciherson.Two Nonlinear Beams with Definition of Ductility[J].Journal of Structural Division,1969,95(2).
[40]Kumar Satish,Usami T.Damage evaluation in steel box columns by cyclic loading tests.ASCE.1995,3.
[41]Park Y J,Ang A H S,Wen Y K.Seismic damage analysis of reinforced concrete building.ASCE,J of Structural Engineering,1985,111(4).
[42]李军旗,赵世春.钢筋混凝土构件损伤模型[L].兰州铁道学院学报,2000,7(1).
[43]Kumar S,Usami T.A note on evaluation of damage in steel structure under cyclic loading.JSCE,JStruc Engg,1994,40.
[44]Gulk in P,sozen M A.lnelastic responses of reinforced concrete structures to earthquake motions[J].Journal of the American Concrete Inst.1974,71(12).
[45]Toussi S,Yao J T P,Chen W F.A.damage indicator for reinforced concrete frames[J]ACI,1984(2).
[46]Young-Ji Park,Alfredo H.-S.Ang.Mechanistic seismic damage model for reinforced concrete.Journal of Structural Engineering,ASCE,1985,111(4).
[47]Young-Ji Park,Alfredo H.-S.Ang,Yi Kwen Wen,Seismic damage analysis of reinforced concrete buildings.Journal of Structural Engineering,ASCE,1985,111(4).
[48]王东升,冯启民,王国新.考虑低周疲劳寿命的改进Park Ang地震损伤模型[J].土木工程学报,2004,37(11).
[2]YB9082-97.《钢骨混凝土结构设计规程》[S].冶金工业部,1997.
[3]JGJ138-2001.《型钢混凝土组合结构技术规程》[S].北京:中国建筑工业出版社,2001.
[4]Structural Engineering Association of California(SEAOC).Strength and Ductility of FR Welded-Bolted Connections.Report NO.SACBD-98/01
[5]中国建筑科学研究院.混凝土结构研究报告选集3[M].北京:中国建筑工业出版社,1994.
[6]陈家夔,张轶群,赵世春.劲性钢筋混凝土框架顶层边节点静力及抗震性能试验研究[J].西南交通大学学报.1993(1)
[7]邹昀,吕西林,钱江.上海环球金融中心大厦结构抗震性能研究[J].建筑结构学报.2006,27(6).
[8]徐亚丰.钢骨高强混凝土框架节点抗震性能研究[D].东北大学,2003.
[9]若林実.耐震槽造[M].森北出版株式会社,1981.
[10]Minami K.Beam to Column Stress Transfer in Composite Structures[J].Architectural Institute of Japan,3rd Edition,November,1975
[11]Sheikh T M.Moment Connections Between Steel Beams and Concrete Columns[D].The University of Texas at Austin,1987.
[12]Kanno R.Strength,Deformation,and Seismic Resistance of Joints Between Steel Beams and Reinforced Concrete Columns[D].Cornell University,1993.
[13]Bugeja M N,Bracci J M,Moore W P.Seismic Behavior of Composite RCS Frame Systems[R].Department of Civil Engineering,Texas A&M University,1999.
[14]Parra-montesinos G,Liang X,Weght J K.Towards Deformation-Based Capacity Design of RCS Beam-Column Connections[J].Engineering Structures.2003,25(5).
[15]曾磊.适用于型钢混凝土结构的高强高性能混凝土试验研究.西安建筑科技大学硕士论文,2005.6.
[16]劲性钢筋混凝土结构性能及设计方法课题组.劲性钢筋混凝土结构性能及设计方法综合报告集[M].1991.
[17]ANSYS Operation Reference,Electronic Release,SAS IP,Inc,1998.
[18]GB 50010-2002.《混凝土结构设计规范》[S].北京:中国建筑工业出版社,2002.
[19]王勖成.有限单元法[M].清华大学出版社,2003.
[20]王新敏.Ansys工程结构数值分析[M].北京:人民交通出版社.
[21]吴德飞,童树根.含初始缺陷钢结构损伤累积至断裂后期的调查分析[J].工程力学.2006,23.
[22]董毓利,谢和平,赵鹏.循环受压砼全过程发射试验及其本构关系[J].试验力学,1996.11(2).
[23]董毓利,谢和平,李世平.不同围压下混凝土受压弹塑性损伤本构模型的研究[J].煤炭学报.
[24]李杰,吴建营.混凝土弹塑性损伤本构模型研究[J].土木工程学报,2005,38(9).
[25]Deniaud C,Neale K W..An Assessment of Constitutive Models for Concrete Columns Confined with Fiber Composite Sheets.Composite Structures,2006,73(2).
[26]Luccioni B M,Rougier V.C.A Plastic Damage Approach for Confined Concrete.Computers & Structures,2005,83(27).
[27]宋玉普.受侧向约束混凝土的内时损伤本构模型[J].工程力学,2007,24(12).
[28]S.S.Zheng,L.Li..Characteristics of Fracture Mechanics for Crack Tip near the Interface between Steel and Concrete in Composite Structures.Key Engineering Materials,2007.
[29]Yong-Ji Park.Mechanics Seismic Damage Model for Reinforced Concrete.Journal of Structural Engineering[J].ASCE,1985,111(4)
[30]杜修力,欧进萍.建筑结构地震破坏评估模型.世界地震工程,1991,7(3).
[31]牛荻涛,任利杰.改进的钢筋混凝土双参数地震破坏模型[J].地震工程与工程振动,1996,16(4).
[32]刘伯权,白绍良.抗震结构的等效延性破坏准则及其子结构试验验证[J].地震工程与工程振动,1997,17(3).
[33]Balkema A A..Challenges for Concrete in the Next Millennium,Volume 2,Rotterdam and Brookfield.
[34]Yong-Ji Park.Mechanics Seismic Damage Model for Reinforced Concrete.Journal of Structural Engineering,ASCE,1985,111(4).
[35]Ghobarah A,Abou-elfath H..Response-Based Damage Assessment of Structure.Earthquake Engineering and Structural Dynamics,1999,Vol.28.
[36]Hearn G,Testa R B.Model analysis for damage detection in structures.ASCE,J of Structural Engineering,1991,117(10).
[37]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquake groundmotions.Computers and Structures,1983,16.
[38]Magly S L Roufaiel and Christian Meyer.Analyturcal Modeling of Hystertic Behavior of R/C Frumes[J].Journal of Structural Engineering,1987,113(3).
[39]M.F.Ciherson.Two Nonlinear Beams with Definition of Ductility[J].Journal of Structural Division,1969,95(2).
[40]Kumar Satish,Usami T.Damage evaluation in steel box columns by cyclic loading tests.ASCE.1995,3.
[41]Park Y J,Ang A H S,Wen Y K.Seismic damage analysis of reinforced concrete building.ASCE,J of Structural Engineering,1985,111(4).
[42]李军旗,赵世春.钢筋混凝土构件损伤模型[L].兰州铁道学院学报,2000,7(1).
[43]Kumar S,Usami T.A note on evaluation of damage in steel structure under cyclic loading.JSCE,JStruc Engg,1994,40.
[44]Gulk in P,sozen M A.lnelastic responses of reinforced concrete structures to earthquake motions[J].Journal of the American Concrete Inst.1974,71(12).
[45]Toussi S,Yao J T P,Chen W F.A.damage indicator for reinforced concrete frames[J]ACI,1984(2).
[46]Young-Ji Park,Alfredo H.-S.Ang.Mechanistic seismic damage model for reinforced concrete.Journal of Structural Engineering,ASCE,1985,111(4).
[47]Young-Ji Park,Alfredo H.-S.Ang,Yi Kwen Wen,Seismic damage analysis of reinforced concrete buildings.Journal of Structural Engineering,ASCE,1985,111(4).
[48]王东升,冯启民,王国新.考虑低周疲劳寿命的改进Park Ang地震损伤模型[J].土木工程学报,2004,37(11).
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