翼缘削弱的型钢混凝土框架的抗震能力设计与非线性分析
|
摘要
与钢筋混凝土结构相比,型钢混凝土结构具有承载力高、延性好的特点,因而在工程中得到了广泛的应用。然而,在强震作用下,梁端塑性铰易诱发梁柱连接焊缝发生脆性断裂,且渗透到节点核心区,从而大幅度地降低型钢混凝土结构的抗震性能。本文提出对梁端型钢翼缘进行削弱,将塑性铰从梁端转移到削弱截面部位,从而提高型钢混凝土结构的抗震性能,因而具有重要的理论意义和工程价值。
本文系统地开展了翼缘削弱的型钢混凝土框架抗震性能的试验研究与理论分析,主要研究工作和创新成果包括以下三个方面:
(1)翼缘削弱的型钢混凝土框架抗震性能的试验研究。基于现有规范相关规定,对梁端采取削弱的型钢混凝土框架进行了低周反复荷载试验,框架模型试验结果表现为梁铰破坏机制。其变形能力、承载能力、延性、耗能能力等受力性能均满足抗震要求。框架模型的正向延性系数达到7.34,反向延性系数达到7.4,满足一般延性框架延性系数不小于4的要求。
(2)翼缘削弱的型钢混凝土框架的弹塑性分析。通过对试验框架模型进行Push-Over分析,得到了框架模型出铰顺序和杆件破坏情况,与试验所得结果比较吻合。在此基础上,修改型钢混凝土框架的多个参数获取了多种工况并分别进行Push-over分析,获得了每种工况下的出铰顺序,基底-剪力曲线,框架的承载能力、位移延性和破坏机制等框架抗震特性。通过对Push-over分析结果进行对比得出:柱与梁抗弯强度比η、轴压比n、梁型钢翼缘的削弱深度c是影响翼缘削弱的型钢混凝土框架破坏机制形成的三个主要参数。
(3)翼缘削弱的型钢混凝土框架的非线性有限元分析。基于型钢混凝土的受力特点,建立了适用于反复荷载作用下的型钢混凝土材料的本构关系。考虑了材料非线性、几何非线性和刚度退化等因素的影响,采用了基于APDL参数化程序设计语言的ANSYS分析方法,对型钢混凝土框架在低周反复荷载作用下的受力性能进行了分析,与模型试验结果相比较,二者吻合较好,验证了用有限元对型钢混凝土结构进行分析的可行性和适用性。
Compared with reinforced concrete (RC) structure, steel reinforced concrete (SRC) structure has characteristics of high bearing capacity and good ductility, so has been applied in engineering widely. However, under action of strong earthquake, plastic hinge at beam end may induce brittle fracture of welded joint between beam and column and entry joint core, which may reduce the seismic behavior of the SRC structure significantly. In this dissertation, reduced beam section is proposed for steel flanges at beam end so as to transfer the plastic hinge from the beam end to the reduced section. This may improve the seismic behavior of the SRC structure, and has important significance in theory and value in engineering.
In this dissertation, the experimental investigation and theoretical analysis on seismic behavior of SRC frame with reduced beam sections are systematically performed, and the main research work and innovation achievements are included in the three aspects as following.
(1) The experimental research on the seismic behavior of the steel reinforced concrete frame with reduced beam sections. Based on the Code recommendations an experiment on the SRC frame with reduced beam sections was performed under cyclic loading, the results of the experiment shows a beam joint damage mechanism. The deformation capacities, bearing capacities, ductility, energy dissipation capacities satisfied the seismic requests. The model frame positive ductility factor reaches 7.34 and the negative one reaches 7.4 which is satisfy the request of superior to 4 for the ductility factor of ordinary ductile frame.
(2) Elastic-plasticity analysis of the steel reinforced concrete frame with reduced beam sections.Trough the push-over analysis of the experiment specimen frame, the obtained occurrence sequence of the plastic hinges and the members’failure are quite similar to experiment results. Based on that, parameters of the SRC frame has been modified to obtain many analysis cases. The occurrence sequence of each case plastic hinges and the frame seismic characteristics such as shear curve, bearing capacity, displacement ductility and failure mechanism comparison of the push-over analysis results showed: Beams and columns flexural strength ratioη、axial-compression ratio n and the reduced beam section cut depth c are the three main parameters that influence the failure mechanism of SRC frame with reduced beam sections.
(3) Nonlinear finite element analysis of SRC frame with reduced beam sections. Based on the reactions characteristics of steel reinforced concrete, we establish the constitutional relationship of the steel reinforced concrete materials under cyclic loading. Considering the influence of non-linear, geometric non-linear and rigidity degradation factors, a numerical modeling with APDL program has been made to analyze the reactions capacities of the steel reinforced concrete frame under the cyclic loading. The comparison with the model experiment results shows that the two analyses are mostly identical which verify the feasibility and application of finite element to analyze steel reinforced structure.
本文系统地开展了翼缘削弱的型钢混凝土框架抗震性能的试验研究与理论分析,主要研究工作和创新成果包括以下三个方面:
(1)翼缘削弱的型钢混凝土框架抗震性能的试验研究。基于现有规范相关规定,对梁端采取削弱的型钢混凝土框架进行了低周反复荷载试验,框架模型试验结果表现为梁铰破坏机制。其变形能力、承载能力、延性、耗能能力等受力性能均满足抗震要求。框架模型的正向延性系数达到7.34,反向延性系数达到7.4,满足一般延性框架延性系数不小于4的要求。
(2)翼缘削弱的型钢混凝土框架的弹塑性分析。通过对试验框架模型进行Push-Over分析,得到了框架模型出铰顺序和杆件破坏情况,与试验所得结果比较吻合。在此基础上,修改型钢混凝土框架的多个参数获取了多种工况并分别进行Push-over分析,获得了每种工况下的出铰顺序,基底-剪力曲线,框架的承载能力、位移延性和破坏机制等框架抗震特性。通过对Push-over分析结果进行对比得出:柱与梁抗弯强度比η、轴压比n、梁型钢翼缘的削弱深度c是影响翼缘削弱的型钢混凝土框架破坏机制形成的三个主要参数。
(3)翼缘削弱的型钢混凝土框架的非线性有限元分析。基于型钢混凝土的受力特点,建立了适用于反复荷载作用下的型钢混凝土材料的本构关系。考虑了材料非线性、几何非线性和刚度退化等因素的影响,采用了基于APDL参数化程序设计语言的ANSYS分析方法,对型钢混凝土框架在低周反复荷载作用下的受力性能进行了分析,与模型试验结果相比较,二者吻合较好,验证了用有限元对型钢混凝土结构进行分析的可行性和适用性。
Compared with reinforced concrete (RC) structure, steel reinforced concrete (SRC) structure has characteristics of high bearing capacity and good ductility, so has been applied in engineering widely. However, under action of strong earthquake, plastic hinge at beam end may induce brittle fracture of welded joint between beam and column and entry joint core, which may reduce the seismic behavior of the SRC structure significantly. In this dissertation, reduced beam section is proposed for steel flanges at beam end so as to transfer the plastic hinge from the beam end to the reduced section. This may improve the seismic behavior of the SRC structure, and has important significance in theory and value in engineering.
In this dissertation, the experimental investigation and theoretical analysis on seismic behavior of SRC frame with reduced beam sections are systematically performed, and the main research work and innovation achievements are included in the three aspects as following.
(1) The experimental research on the seismic behavior of the steel reinforced concrete frame with reduced beam sections. Based on the Code recommendations an experiment on the SRC frame with reduced beam sections was performed under cyclic loading, the results of the experiment shows a beam joint damage mechanism. The deformation capacities, bearing capacities, ductility, energy dissipation capacities satisfied the seismic requests. The model frame positive ductility factor reaches 7.34 and the negative one reaches 7.4 which is satisfy the request of superior to 4 for the ductility factor of ordinary ductile frame.
(2) Elastic-plasticity analysis of the steel reinforced concrete frame with reduced beam sections.Trough the push-over analysis of the experiment specimen frame, the obtained occurrence sequence of the plastic hinges and the members’failure are quite similar to experiment results. Based on that, parameters of the SRC frame has been modified to obtain many analysis cases. The occurrence sequence of each case plastic hinges and the frame seismic characteristics such as shear curve, bearing capacity, displacement ductility and failure mechanism comparison of the push-over analysis results showed: Beams and columns flexural strength ratioη、axial-compression ratio n and the reduced beam section cut depth c are the three main parameters that influence the failure mechanism of SRC frame with reduced beam sections.
(3) Nonlinear finite element analysis of SRC frame with reduced beam sections. Based on the reactions characteristics of steel reinforced concrete, we establish the constitutional relationship of the steel reinforced concrete materials under cyclic loading. Considering the influence of non-linear, geometric non-linear and rigidity degradation factors, a numerical modeling with APDL program has been made to analyze the reactions capacities of the steel reinforced concrete frame under the cyclic loading. The comparison with the model experiment results shows that the two analyses are mostly identical which verify the feasibility and application of finite element to analyze steel reinforced structure.
引文
[1] R. Busaell , Composite structure, London and New York:the construction press, 1995
[2]潘泰华,岳清瑞,劲性钢筋混凝土梁的试验研究,冶金工业部建筑研究总院研究报告,1988
[3]周起敬,姜维山,番泰华,钢与混凝土组合结构设计施工手册,中国建筑工业出版社,1991,12
[4] H. Sharki, R.K.H.Ali,Composite columns in multi-storey Buildings composite construction,in steel and concrete ,New York: Noy Hamphire, 1987
[5] 张正国,组合结构,河南科学技术出版社,1985,5
[6] Charles. W. Roeder, Composite and mixed construction, American Society of Civil Engineer, Aus, 1996,45(4):345～349,
[7] K. S. Virdi ,P. J. Dowling,The ultimate strength of composite columns in biaxial bending, proceedings, the Institution of Civil Engineers, 1997,42(8): 121～127
[8] 社团法人钢材俱乐部编,铁骨铁筋コンクリノト构造设计例集,技报堂出版,1978
[9]池田尚治等著,李先瑞,耿花荣等编译,钢一混凝土组合结构设计手册,北京:地震出版社,1992
[10]日本建筑学会编,冯乃谦,叶列平译,型钢钢筋混凝土结构设计规范及其说明,中国原子能出版社,1996
[11] AIJ,AIJ Standards for Structural Calculation of Steel Reinforced Concrete Structure, 1987
[12]原中华人民共和国冶金部, YB9082-97. 《钢骨混凝土结构设计规程》,北京:冶金工业出版社,1997
[13]中华人民共和国建设部,JGJ138-2001,型钢混凝土组合结构技术规程,北京:中国建筑工业出版社,2001
[14]于庆荣、姜维山等,型钢混凝土结构在我国的发展,天津建设科技,2003,(5):8～13
[26]钱冬江,蒋永生,梁书亭等,正交型钢混凝土节点抗震性能的试验研究,江苏建筑,2002(1)
[27]殷杰,梁书亭,蒋永生,梁纵筋穿过柱型钢翼缘的型钢混凝土节点构造及抗震性能试验,建筑结构,2003,(7):40～42
[28]Kanging Li, Tetsuo Kubo, Yan Xia,Dynamic response analysis of SRC-RC building Structure without considering bond between steel and RC, Proceeding of 6th ASCCS Conferebce ,Los Angeles, USA :Composite and Hybrid Structures,2000,119～126.
[29] Mehanney SSF, Deierlein GG , Seismic damage indices and near-collapse performance assessment in composite moment frames, Xiao Y, Mahin SA, editors,Composite and Hybrid Structures,Los Angeles, California: Association for International Cooperation and Research in Steel-Concrete Composite Structures;2000,p.111～8
[30] Jerome F.Hajjar,Composite steel and concrete structural systems for seismic engineering,Journal of Constructional Steel Research ,2002, 58 (1):703～723
[31]薛建阳 ,赵鸿铁,型钢混凝土框架弹塑性地震反应试验研究,西安建筑科技大学学报,1997, 25(4):360～363
[32]薛建阳,赵鸿铁,型钢钢筋混凝土框架振动台试验及弹塑性动力分析,土木工程学报,2000,33(2):30～34
[33]薛伟辰,胡翔,型钢混凝土框架滞回分析,研究地震工程与工程振动,2005,25(6):76～80
[34] 俞茂宏等,混凝土强度理论及其应用,北京:高等教育出版社,2002
[35] Neogi P.K,Sen H.K,Concrete-Filled Tubular Steel Columns under Eccentric Loading,Journal of Structural Engineering,1969,47(5):57～61
[36]Tomii.M., Sakino.K,Elasto-plastaic Behavior of Concrete-Filled Square Steel Tubular Beam-Columns, Transactions Arch Inst Japan,1979
[37]Shakir-Khalil H, Zeghiche.Z , Experimental Behavior of Concrete-Filled Rolled Rectangular Hollow Section Columns, The Structural Engineer, 1989,57(19):345～353
[38]Hajjar J.f.et al, A Distributed Plasticity Model for Concrete-Filled Tube Beam-Columns with Interlayer Slip, Eng. Struc., 1998,10～21
[39] M.Y.H.Bangash, Concrete and Concrete Structures: Numerical Modeling and Applications, Elsevier Applied Science, London , 1989
[40] El-Tawil.S, Deierlein,G.G.,Nonlinear analysis of Steel-concrete frames: Element formulation, Journal of Structural Engineering,ASCE,2001,127(6):647～655
[41] El-Tawil ,S, Deierlein,G.G,Nonlinear analysis of Steel-concrete frames. II: Implementation and verification , Journal of Structural Engineering,ASCE, 2001;127(6):656～665
[42] 赵鸿铁,钢与混凝土组合结构 ,北京:科学出版社, 2001
[43]薛建阳,赵鸿铁,型钢混凝土框架模型的弹塑性地震反应分析,建筑结构学报,2000,21(4):28～33
[44] R. Park, Design and Construction of Structural Concrete for Seismic Resistance, Challenges for Concrete in The Next Millennium, 1998 Vol.2:A.A :9～16
[45] R.Park, T.Paulay, Reinforced Concrete Structures,New York :John Wiley, 1975
[46] 王宗昌,王宗哲,钢筋混凝土弹塑性抗震结构的机构控制理论,西安冶金建筑学院学报,1986,46(2):1～11
[47] Composite steel and concrete structural systems for seismic engineering.In:Jerome F. Hajjar. Journal of Constructional Steel Research, 2002,58:703-723.
[48] 杨勇,郭子雄,薛建阳,型钢混凝土粘结滑移性能试验研究,建筑结构学报,2005 ,26(4):1～9
[49] Tamboli A R,Handbook of structural steel connection design and details,New York: McGraw- Hill,1999.
[50]蔡益燕,考虑塑性铰外移的钢框架梁柱连接设计,建筑结构,2004,34(2):3～9
[51] 戴瑞同,陈世鸣,林宗凡译,钢筋混凝土和砌体结构的抗震设计,中国建筑工业出版社,1999
[52] 江见鲸,混凝土结构工程学,中国建筑工业出版社,1998
[53] 顾渭建,钢筋混凝土杆系结构的耗能机理和延性设计,工业建筑,1997,27(11):34-38
[54]马德样,赵建军,丁大钧,框架柱延性铰抗震性能试验研究,建筑结构学报,1996,17(4):35-43
[55]李俊华,赵鸿铁,薛建阳,型钢高强混凝土柱延性的试验研究,西安建筑科技大学学报,2004,36(4):383-420
[56] 陈丽华,李爱群,杜德润,型钢混凝土柱的界限破坏和轴压比限值,工程抗震,2004,4(1):32-34
[57] 陈瑞生,袁超,单玉川,型钢混凝土柱轴压比限值的研究,浙江工业大学学报,2004,32(1):16-19
[58] XUE Jian-yang,YANG Yong ,ZHAO Hong-tie,Experimental study on bond strengths of steel reinforced concrete structure,J.Xi’anUniv.of Arch&Tech.(Natural Science Edition),2005,37(2):149-154
[59]ZHAO H T,YANG Y,XUEJY,Review of Study of on the Bond-slip Mechanics Behaviors of SRC Structure,Advances in mechanics,2003,33(1):74-86
[60] 郑山锁,邓国专,杨勇,型钢混凝土结构粘结滑移性能试验研究,工程力学,2003,20(5):63-69
[61]中华人民共和国建设部,GB50017-2003,钢结构设计规范,北京:中国计划出版社,2003-10-01
[62]中华人民共和国建设部,GB50010-2002,混凝土结构设计规范,北京:中国建筑工业出版社,2002-03-01
[63]中华人民共和国建设部,GB50011-2001,建筑抗震设计规范,北京:中国建筑工业出版社,2001-10-01
[64]中华人民共和国建设部,JGJ99-98,高层民用建筑钢结构技术规程,北京:中国建筑工业出版社,1998-11-01
[65]中华人民共和国建设部,JGJ101-96,建筑抗震试验方法规程,北京:中国建筑工业出版社,1997-05-01
[66]Krawinkler,H.,Seneviratna,G., Pros and cons of a pushover analysis of seismic performance evaluation, Engineering Structures, 1998,20:4-6
[67] Balram Guptaand, Sashi KKunnath,Adaptive spectra-based pushover procedure for seismic evaluation of structures , Earthquake Spectra,2000,16(2):367-391
[68] Vojko Kilar,Simple push-over analysis ot asymmetric buildings,Earthquake Engineering and Structural Dynamics,1996,26:233-249
[69] Elwood, K.J. and Wen, Y.K.,Performance Evaluation of Dual-level Design Using 1994 NorthRidge Earthquake Records,report of Univ. of Illinois,1995
[70]熊学玉,李春祥,耿耀明,大跨预应力混凝土框架结构的静力弹塑性(pushover)分析,地震工程与工程振动,2004,24(1):68-75.
[71]COLLINS K R,Investigation of pushover analysis procedures for reliability-based and performance-based design with applications to asymmetric building structures,Research Report UMCEE 9911,Michigan:University of Michigan,1999.
[72] MWAFY A M,ELNASHAI A S,Static pushover versus dynamic collapse analysis of RC buildings,Eng Struct,2001,23(5):407-424.
[73] 熊向阳,戚振华,侧向荷载分布方式对静力弹塑性分析结果的影响. 建筑科学,2001,17(5):8-13
[74]赵鸿铁,张素梅,组合结构设计原理,北京:高等教育出版社,2005
[75]韩林海,钢管混凝土力学,大连:大连理工大学出版社,1996
[76]韩林海,钢管混凝土结构,北京:科学出版社,2000
[77] Bleich F , Buckling strength of metal structures , New York: McGraw-Hill, 1952
[78] Nakashima,M. , Wakabyashi, Analysis and design steel braces and braced M. frames in building structures,in stability and ductility of steel structures under cyclic loading,Boca Raton: Y. Fukumoto and G. C.Lee(Eds),CRC press, 1992,309～321
[79]Popov,E. P., Peterson,H.,Cyclic metal plasticity:experimental and theory,Engrg. Mech. Div.,ASCE,1978,104(6):1371～1388
[80]B. A.Izzudin,Nonlinear dynamic analysis of frames structures,Ph. D. Thesis Imperical College,University of Lodndon,Dec. 1990:35～37
[81] Shen C, A two-surface model for steel with yield plateau , Struc. Engng Warthquake Engng. JSCE,1992,8(4):179～188
[82]Shen C,Cyclic behavior of structural steel,I:Experiments, Engng Mech.,ASCE,1995,121(11):1158～1164
[83]Shen C.Cyclic behavior of structural steel,II:Theory, Engng Mech.,ASCE,1995,121(11):1165～1172
[84]Mander, Priestley, Park, Theoretical Stress-strain Model for Confined Concrete , Journal of Structural Division, ASCE, 1988, 114(8):1804～1826
[85]张秀琴, 过镇海, 王传志,反复荷载下箍筋约束混凝土的应力-应变全曲线方程,建筑结构学报,1982, 9,45～53
[86]Sheikh, Uzumeri, Analytical Model for Concrete Confinement in Tied Columns,ASCE, 1982,108(12):2703～2722
[87]Kent, Park ,Flexural Members With Confined Concrete , Journal of the Structural Division ,ASCE, 1971,97(ST7):1969～1990
[88]Park, R., Priestley, M.J.N., and Gill, W.D , Ductility of Square-Confined Concrete Columns ,Journal of the Structural Division, ASCE, 1982, 108 (ST4): 929～950
[89]滕智明,邹离湘,反复荷载载下钢筋混凝土构件的非线性有限元分析,土木工程学报,1996,29(2):19～27
[90]叶英华,刁波,钢筋混凝土结构分析中的本构关系,哈尔滨建筑大学学报,1995,28(3):7～13
[91]孙彤,反复荷载下钢筋混凝土平面应力问题有限元非线性分析,铁道标准设计,2000,20(9):10～13
[92]吴晓涵,吕西林,反复荷载下混凝土剪力墙非线性有限元分析,同济大学学报,1996,24(2):117～123
[93] 苏小卒,朱伯龙.预应力混凝土框架的反复试验及有限元全过程滞回分析,同济大学学报,1987,15(1):35～46
[2]潘泰华,岳清瑞,劲性钢筋混凝土梁的试验研究,冶金工业部建筑研究总院研究报告,1988
[3]周起敬,姜维山,番泰华,钢与混凝土组合结构设计施工手册,中国建筑工业出版社,1991,12
[4] H. Sharki, R.K.H.Ali,Composite columns in multi-storey Buildings composite construction,in steel and concrete ,New York: Noy Hamphire, 1987
[5] 张正国,组合结构,河南科学技术出版社,1985,5
[6] Charles. W. Roeder, Composite and mixed construction, American Society of Civil Engineer, Aus, 1996,45(4):345～349,
[7] K. S. Virdi ,P. J. Dowling,The ultimate strength of composite columns in biaxial bending, proceedings, the Institution of Civil Engineers, 1997,42(8): 121～127
[8] 社团法人钢材俱乐部编,铁骨铁筋コンクリノト构造设计例集,技报堂出版,1978
[9]池田尚治等著,李先瑞,耿花荣等编译,钢一混凝土组合结构设计手册,北京:地震出版社,1992
[10]日本建筑学会编,冯乃谦,叶列平译,型钢钢筋混凝土结构设计规范及其说明,中国原子能出版社,1996
[11] AIJ,AIJ Standards for Structural Calculation of Steel Reinforced Concrete Structure, 1987
[12]原中华人民共和国冶金部, YB9082-97. 《钢骨混凝土结构设计规程》,北京:冶金工业出版社,1997
[13]中华人民共和国建设部,JGJ138-2001,型钢混凝土组合结构技术规程,北京:中国建筑工业出版社,2001
[14]于庆荣、姜维山等,型钢混凝土结构在我国的发展,天津建设科技,2003,(5):8～13
[26]钱冬江,蒋永生,梁书亭等,正交型钢混凝土节点抗震性能的试验研究,江苏建筑,2002(1)
[27]殷杰,梁书亭,蒋永生,梁纵筋穿过柱型钢翼缘的型钢混凝土节点构造及抗震性能试验,建筑结构,2003,(7):40～42
[28]Kanging Li, Tetsuo Kubo, Yan Xia,Dynamic response analysis of SRC-RC building Structure without considering bond between steel and RC, Proceeding of 6th ASCCS Conferebce ,Los Angeles, USA :Composite and Hybrid Structures,2000,119～126.
[29] Mehanney SSF, Deierlein GG , Seismic damage indices and near-collapse performance assessment in composite moment frames, Xiao Y, Mahin SA, editors,Composite and Hybrid Structures,Los Angeles, California: Association for International Cooperation and Research in Steel-Concrete Composite Structures;2000,p.111～8
[30] Jerome F.Hajjar,Composite steel and concrete structural systems for seismic engineering,Journal of Constructional Steel Research ,2002, 58 (1):703～723
[31]薛建阳 ,赵鸿铁,型钢混凝土框架弹塑性地震反应试验研究,西安建筑科技大学学报,1997, 25(4):360～363
[32]薛建阳,赵鸿铁,型钢钢筋混凝土框架振动台试验及弹塑性动力分析,土木工程学报,2000,33(2):30～34
[33]薛伟辰,胡翔,型钢混凝土框架滞回分析,研究地震工程与工程振动,2005,25(6):76～80
[34] 俞茂宏等,混凝土强度理论及其应用,北京:高等教育出版社,2002
[35] Neogi P.K,Sen H.K,Concrete-Filled Tubular Steel Columns under Eccentric Loading,Journal of Structural Engineering,1969,47(5):57～61
[36]Tomii.M., Sakino.K,Elasto-plastaic Behavior of Concrete-Filled Square Steel Tubular Beam-Columns, Transactions Arch Inst Japan,1979
[37]Shakir-Khalil H, Zeghiche.Z , Experimental Behavior of Concrete-Filled Rolled Rectangular Hollow Section Columns, The Structural Engineer, 1989,57(19):345～353
[38]Hajjar J.f.et al, A Distributed Plasticity Model for Concrete-Filled Tube Beam-Columns with Interlayer Slip, Eng. Struc., 1998,10～21
[39] M.Y.H.Bangash, Concrete and Concrete Structures: Numerical Modeling and Applications, Elsevier Applied Science, London , 1989
[40] El-Tawil.S, Deierlein,G.G.,Nonlinear analysis of Steel-concrete frames: Element formulation, Journal of Structural Engineering,ASCE,2001,127(6):647～655
[41] El-Tawil ,S, Deierlein,G.G,Nonlinear analysis of Steel-concrete frames. II: Implementation and verification , Journal of Structural Engineering,ASCE, 2001;127(6):656～665
[42] 赵鸿铁,钢与混凝土组合结构 ,北京:科学出版社, 2001
[43]薛建阳,赵鸿铁,型钢混凝土框架模型的弹塑性地震反应分析,建筑结构学报,2000,21(4):28～33
[44] R. Park, Design and Construction of Structural Concrete for Seismic Resistance, Challenges for Concrete in The Next Millennium, 1998 Vol.2:A.A :9～16
[45] R.Park, T.Paulay, Reinforced Concrete Structures,New York :John Wiley, 1975
[46] 王宗昌,王宗哲,钢筋混凝土弹塑性抗震结构的机构控制理论,西安冶金建筑学院学报,1986,46(2):1～11
[47] Composite steel and concrete structural systems for seismic engineering.In:Jerome F. Hajjar. Journal of Constructional Steel Research, 2002,58:703-723.
[48] 杨勇,郭子雄,薛建阳,型钢混凝土粘结滑移性能试验研究,建筑结构学报,2005 ,26(4):1～9
[49] Tamboli A R,Handbook of structural steel connection design and details,New York: McGraw- Hill,1999.
[50]蔡益燕,考虑塑性铰外移的钢框架梁柱连接设计,建筑结构,2004,34(2):3～9
[51] 戴瑞同,陈世鸣,林宗凡译,钢筋混凝土和砌体结构的抗震设计,中国建筑工业出版社,1999
[52] 江见鲸,混凝土结构工程学,中国建筑工业出版社,1998
[53] 顾渭建,钢筋混凝土杆系结构的耗能机理和延性设计,工业建筑,1997,27(11):34-38
[54]马德样,赵建军,丁大钧,框架柱延性铰抗震性能试验研究,建筑结构学报,1996,17(4):35-43
[55]李俊华,赵鸿铁,薛建阳,型钢高强混凝土柱延性的试验研究,西安建筑科技大学学报,2004,36(4):383-420
[56] 陈丽华,李爱群,杜德润,型钢混凝土柱的界限破坏和轴压比限值,工程抗震,2004,4(1):32-34
[57] 陈瑞生,袁超,单玉川,型钢混凝土柱轴压比限值的研究,浙江工业大学学报,2004,32(1):16-19
[58] XUE Jian-yang,YANG Yong ,ZHAO Hong-tie,Experimental study on bond strengths of steel reinforced concrete structure,J.Xi’anUniv.of Arch&Tech.(Natural Science Edition),2005,37(2):149-154
[59]ZHAO H T,YANG Y,XUEJY,Review of Study of on the Bond-slip Mechanics Behaviors of SRC Structure,Advances in mechanics,2003,33(1):74-86
[60] 郑山锁,邓国专,杨勇,型钢混凝土结构粘结滑移性能试验研究,工程力学,2003,20(5):63-69
[61]中华人民共和国建设部,GB50017-2003,钢结构设计规范,北京:中国计划出版社,2003-10-01
[62]中华人民共和国建设部,GB50010-2002,混凝土结构设计规范,北京:中国建筑工业出版社,2002-03-01
[63]中华人民共和国建设部,GB50011-2001,建筑抗震设计规范,北京:中国建筑工业出版社,2001-10-01
[64]中华人民共和国建设部,JGJ99-98,高层民用建筑钢结构技术规程,北京:中国建筑工业出版社,1998-11-01
[65]中华人民共和国建设部,JGJ101-96,建筑抗震试验方法规程,北京:中国建筑工业出版社,1997-05-01
[66]Krawinkler,H.,Seneviratna,G., Pros and cons of a pushover analysis of seismic performance evaluation, Engineering Structures, 1998,20:4-6
[67] Balram Guptaand, Sashi KKunnath,Adaptive spectra-based pushover procedure for seismic evaluation of structures , Earthquake Spectra,2000,16(2):367-391
[68] Vojko Kilar,Simple push-over analysis ot asymmetric buildings,Earthquake Engineering and Structural Dynamics,1996,26:233-249
[69] Elwood, K.J. and Wen, Y.K.,Performance Evaluation of Dual-level Design Using 1994 NorthRidge Earthquake Records,report of Univ. of Illinois,1995
[70]熊学玉,李春祥,耿耀明,大跨预应力混凝土框架结构的静力弹塑性(pushover)分析,地震工程与工程振动,2004,24(1):68-75.
[71]COLLINS K R,Investigation of pushover analysis procedures for reliability-based and performance-based design with applications to asymmetric building structures,Research Report UMCEE 9911,Michigan:University of Michigan,1999.
[72] MWAFY A M,ELNASHAI A S,Static pushover versus dynamic collapse analysis of RC buildings,Eng Struct,2001,23(5):407-424.
[73] 熊向阳,戚振华,侧向荷载分布方式对静力弹塑性分析结果的影响. 建筑科学,2001,17(5):8-13
[74]赵鸿铁,张素梅,组合结构设计原理,北京:高等教育出版社,2005
[75]韩林海,钢管混凝土力学,大连:大连理工大学出版社,1996
[76]韩林海,钢管混凝土结构,北京:科学出版社,2000
[77] Bleich F , Buckling strength of metal structures , New York: McGraw-Hill, 1952
[78] Nakashima,M. , Wakabyashi, Analysis and design steel braces and braced M. frames in building structures,in stability and ductility of steel structures under cyclic loading,Boca Raton: Y. Fukumoto and G. C.Lee(Eds),CRC press, 1992,309～321
[79]Popov,E. P., Peterson,H.,Cyclic metal plasticity:experimental and theory,Engrg. Mech. Div.,ASCE,1978,104(6):1371～1388
[80]B. A.Izzudin,Nonlinear dynamic analysis of frames structures,Ph. D. Thesis Imperical College,University of Lodndon,Dec. 1990:35～37
[81] Shen C, A two-surface model for steel with yield plateau , Struc. Engng Warthquake Engng. JSCE,1992,8(4):179～188
[82]Shen C,Cyclic behavior of structural steel,I:Experiments, Engng Mech.,ASCE,1995,121(11):1158～1164
[83]Shen C.Cyclic behavior of structural steel,II:Theory, Engng Mech.,ASCE,1995,121(11):1165～1172
[84]Mander, Priestley, Park, Theoretical Stress-strain Model for Confined Concrete , Journal of Structural Division, ASCE, 1988, 114(8):1804～1826
[85]张秀琴, 过镇海, 王传志,反复荷载下箍筋约束混凝土的应力-应变全曲线方程,建筑结构学报,1982, 9,45～53
[86]Sheikh, Uzumeri, Analytical Model for Concrete Confinement in Tied Columns,ASCE, 1982,108(12):2703～2722
[87]Kent, Park ,Flexural Members With Confined Concrete , Journal of the Structural Division ,ASCE, 1971,97(ST7):1969～1990
[88]Park, R., Priestley, M.J.N., and Gill, W.D , Ductility of Square-Confined Concrete Columns ,Journal of the Structural Division, ASCE, 1982, 108 (ST4): 929～950
[89]滕智明,邹离湘,反复荷载载下钢筋混凝土构件的非线性有限元分析,土木工程学报,1996,29(2):19～27
[90]叶英华,刁波,钢筋混凝土结构分析中的本构关系,哈尔滨建筑大学学报,1995,28(3):7～13
[91]孙彤,反复荷载下钢筋混凝土平面应力问题有限元非线性分析,铁道标准设计,2000,20(9):10～13
[92]吴晓涵,吕西林,反复荷载下混凝土剪力墙非线性有限元分析,同济大学学报,1996,24(2):117～123
[93] 苏小卒,朱伯龙.预应力混凝土框架的反复试验及有限元全过程滞回分析,同济大学学报,1987,15(1):35～46