钢筋混凝土框架结构抗连续倒塌分析研究
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摘要
本文在学习和总结了国内外学者研究的基础上,对结构倒塌机理进行了分析。结构破坏准则主要有五大类,但在这些破坏准则中,实际对结构进行分析时,使用最多的准则是强度准则和变形准则。典型的钢筋混凝土框架结构倒塌过程大致经历了三个阶段：弹性阶段、塑性阶段、悬索阶段；如果要全面的了解这个过程,还需考虑倒塌过程中的动力效应、倒塌的冲击作用、构件间的接触与碰撞。
本文参考了很多国家的抗连续倒塌设计规范,尤其是美国国防部DOD2005和美国公共事务管理局GSA2003等相关标准。本文使用SAP2000分析软件,采用线性静力分析法和线性动力分析法,对一栋符合我国现行规范的8层钢筋混凝土结构进行了抗连续倒塌分析。判断的标准是：DCR>2结构就发生连续倒塌。对结构进行分析时,在框架结构底层的4个典型位置分别移除一根柱子,其顺序如下：
①移除短边方向中央的一根柱C1；
②移除长边方向中央的一根柱A5；
③移除转角处的一根柱A1；
④移除结构内部一根柱C5。
分析结果表明,线性动力分析产生的DCR值比线性静力分析大,并且在这四种情况下进行线性动力分析都会发生连续性倒塌。
根据线性动力分析结果,DCR值的最大情况是出现在移除转角处的一根柱A1,因此转角处的柱子为结构遭遇冲击荷载或爆炸荷载后的结构最不利位置。
This paper analyses the mechanism of collapse of structure on the basis of learning and summarizing the research of scholars both at home and abroad.Failure criteria of stuctures have five categories, but in these criteria, strength criterion and deformation criterion are used most in analyzing structure.The collapse of general RC frame structure has eperienced three stages three stages:eastic stage, plastic stage, cable suspension stage; If we want to comprehensively understand the process, we still need to consider the dynamic effect in the process of collapse, the impact of collapse, and the contact and collision between components.
This paper refers to design codes on resisting progressive collapse of many countries, especially the DOD2005 code of United States Department of Defense and the GSA2003 code of U.S.General Service Administration. Based on linear static analysis and linear dynamic analysis,the paper adopts SAP2000 analysis software to analyse a eight layer RC frame structure according to the current code of China on resisting progressive collapse. Standard of judgment is:if DCR>2, progressive collapse of structures will occur. One column will be removed respectively in 4 typical positon of the first floor when analyzing the structure,and the sequence is defined as follows:
①remove column C1 in the centre of short side direction
②remove column A5 in the centre of long side direction
③remove corner column Al
④remove one column inside the structure
Results of the analysis show that DCR of linear dynamic analysis is larger than that of linear static analysis, and progressive collapse will occur on linear dynamic analysis under these four kinds of conditions.
Based on linear dynamic analysis, the largest DCR appears when the corner column A1 is removed, therefore the corner column will be in the most disadvantageous position when encountering impact load or explosion load.
本文参考了很多国家的抗连续倒塌设计规范,尤其是美国国防部DOD2005和美国公共事务管理局GSA2003等相关标准。本文使用SAP2000分析软件,采用线性静力分析法和线性动力分析法,对一栋符合我国现行规范的8层钢筋混凝土结构进行了抗连续倒塌分析。判断的标准是：DCR>2结构就发生连续倒塌。对结构进行分析时,在框架结构底层的4个典型位置分别移除一根柱子,其顺序如下：
①移除短边方向中央的一根柱C1；
②移除长边方向中央的一根柱A5；
③移除转角处的一根柱A1；
④移除结构内部一根柱C5。
分析结果表明,线性动力分析产生的DCR值比线性静力分析大,并且在这四种情况下进行线性动力分析都会发生连续性倒塌。
根据线性动力分析结果,DCR值的最大情况是出现在移除转角处的一根柱A1,因此转角处的柱子为结构遭遇冲击荷载或爆炸荷载后的结构最不利位置。
This paper analyses the mechanism of collapse of structure on the basis of learning and summarizing the research of scholars both at home and abroad.Failure criteria of stuctures have five categories, but in these criteria, strength criterion and deformation criterion are used most in analyzing structure.The collapse of general RC frame structure has eperienced three stages three stages:eastic stage, plastic stage, cable suspension stage; If we want to comprehensively understand the process, we still need to consider the dynamic effect in the process of collapse, the impact of collapse, and the contact and collision between components.
This paper refers to design codes on resisting progressive collapse of many countries, especially the DOD2005 code of United States Department of Defense and the GSA2003 code of U.S.General Service Administration. Based on linear static analysis and linear dynamic analysis,the paper adopts SAP2000 analysis software to analyse a eight layer RC frame structure according to the current code of China on resisting progressive collapse. Standard of judgment is:if DCR>2, progressive collapse of structures will occur. One column will be removed respectively in 4 typical positon of the first floor when analyzing the structure,and the sequence is defined as follows:
①remove column C1 in the centre of short side direction
②remove column A5 in the centre of long side direction
③remove corner column Al
④remove one column inside the structure
Results of the analysis show that DCR of linear dynamic analysis is larger than that of linear static analysis, and progressive collapse will occur on linear dynamic analysis under these four kinds of conditions.
Based on linear dynamic analysis, the largest DCR appears when the corner column A1 is removed, therefore the corner column will be in the most disadvantageous position when encountering impact load or explosion load.
引文
[1]Cynthia Peason.Ronan point apartment tower collapse and its effect on building codes.Journal of performance of constructed facilities.2005,19(2):172-177.
[2]于山,苏幼坡,马东辉.钢筋混凝土建筑抗倒塌设计.地震工程与振动,2005,25(5)：67-72.
[3]Building Performance Assessment Team. FEMA 277 The Oklahoma city bombing:improving building performance through multi-hazard mitigation. Washington D C:Federal Emergency Management Agency 1996.
[4]Sozen MA, Thornton C H, Corley W G, et al. The Oklahoma city bombing:structure and mechanisms of the Murrah Building. Journal of Performance of Constructed Facilities,1998
[5]Corley W G Mlakar P F, Sozen M A, et al. The Oklahoma city bombing:summary and recommendations for multihazard miti-gation. Journal of Performance of Constructed Facilities,1998
[6]Bazant Z P,Zhou Y.Why did the World Trade Center collapse? Simple analysis. Journal of Engineering Mechanics,2002
[7]Newland D E, Cebon D. Could the World Trade Center have been modified to prevent its collapse. Journal of Engineering Mechanics, 2002
[8]Federal Insurance and Mitigation Administration. FEMA 403 World trade center building performance study:data collection, preliminary observations, and recommendations[R]. Washington D C:Federal Emergency Management Agency, May 2002.
[9]Uwe starossek,Typology of progressive collapse,Engineering Structure ,2007:1-6
[10]何庆锋.钢筋混凝土框架结构抗倒塌性能试验应用研究：[湖南大学博士学位论文].长沙：湖南大学,2010
[11]Mc Guire, W.Prevention of Progressive collapse. proceeding of the regional conference on tall buildings[C]. Bangkok,Asian Institute of Technology,Bangkok,Thailand,1974.
[12]Breen, J. E. Research Workshop on Progressive Collapse of Building Structures held at the University of Texas at Austin. National Bureau of Standards,1975, Washington,D.C.
[13]Burnett F P. The avoidance of progressive collapse:regulatory approaches to the problem. National Bureau of Standards. Washington D.C.1975
[14]Breen J E, Siess C P.Progressive Collapse-Symposium Summary. ACI Journal,September 1979:99 7-1004
[15]Flix F.Y; Wright R.N; Stone W.C;"Progressjve Collapse February, 1989:U.S. Office Building in Moscow," Journal of Performance of Constructed Facilities,1(3):1, American Society of Civil Engineers
[16]Longinow, A. and Miniszewski, K. R. Protecting Building against Vehicle Bomb Attacks. Practice Periodical on Structural Design and Construction.1996,1(1):12～14
[17]Corley W G, Mlakars P F, Sozen M A, Thornton C H.The Oklahoma City Bombing:Summary and Recommendations for Multihazard Mitigation. Journal of Performance of Constructed Facilities, American Society of Civil Engineers.1998,12(3).
[18]Sozen M A, Thornton C H. The Oklahoma City Bombing:Structure details and Possible Mechanisms for the Murrah Building. J. Perf. Constr. Fac. ASCE 1998,12(3):120～136
[19]Woodson, S.C. and Baylot, J.T. Structural Collapse:Quarter-Scale Model Experiments. Technical report SL-99-8, US Army Engineer Research and Development Center, Vicksburg, Mississippi,1999, 1～50
[20]Tuan Ngo, Priyan Mendjs. "BehaVor of High-Strenth Concrete columns subjected to Blast Loadjng," 2003, Advanccd in Strctures, Steel, concrete, composite and Aluminum Sydney
[21]Kapil Khandelwal, Sherif El-Tawil, P.E. Progressive Collapse of Moment Resisting Steel Frame Buildings. Conference Proceeding Paper,Metropolis&Beyond 2005.
[22]Joon hong Lim, Theodor Kauthammer. Progressive Collapse Analysis of 2D Steel-Framed Structures with Different Connection Models. Engineering journal,2006(3):201-215.
[23]Donald O. Dusenberry, Ronald O. Hamburger. Practical Means for Energy-based Analyses of Disproportionate Collapse Potential. Journal of Performance of Constructed Facilities,2006,20(4): 336～348
[24]Sasani M, Bazan M, Sagiroglu S. Experimental and analytical progressive collapse evaluation of actual reinforced concrete structure. Structural Journal,2007,104(6):731-739
[25]Yihai Bao, Sashi K. Kunnath and et al. Macromodel based Simulation of Progressive Collapse:RC Frame Structures. Journal of Structural Engineering.2008,134(7):1079～1091
[26]谢步瀛.框架结构倒塌过程中的动力学分析.同济大学学报,1996,24(5)
[27]刘鸣,刘伯权,赖明.多层建筑考虑低周疲劳特性的抗倒塌验算使用方法,重庆建筑大学学报1996,18(1)：32-38
[28]甘泉,黄良壁.钢筋混凝土抗震框架倒塌分析.西安建筑科技大学学报,1998,30(1)：1-3.
[29]潘岳,夏宪成.建筑物突然倒塌的模式与作用机制探讨.建筑安全,1999,14(5)： 15-18
[30]王建新.建筑物防爆研究.公安大学学报.1999,14(2)：56-60.
[31]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程的仿真分析.土木工程学报,2001,34(6)：8-10.
[32]张雷明,刘西拉.框架结构倒塌分析中的几个问题.上海交通大学学报,2001,35(10)：78-82.
[33]熊仲明,史庆轩.钢筋混凝土框架结构倒塌破坏能量分析的研究.振动与冲击,2003,22(4)：8-11.
[34]宣纲,顾祥林,吕西林.强震作用下混凝土框架结构倒塌过程的数值分析.地震工程与振动,2003,23(6)：24-30.
[35]金伟良,方韬.钢筋混凝土框架结构破坏性能的离散单元法模拟.工程力学,2005,22(4)：67-73.
[36]周健,屈俊童,贾敏.混凝土框架倒塌全过程的颗粒流数值模拟.地震研究,2005,28(3)：88-32.
[37]马人乐,陈俊岭,何敏娟.建筑结构二次防御能力分析方法.同济大学学报,2006,34(5)：69-73.
[38]胡晓斌,钱稼茹.单层平面钢框架连续倒塌动力效应分析.工程力学,2008,25(6)：38-43.
[39]叶列平,曲哲,陆新征,冯鹏.提高建筑结构抗地震倒塌能力的设计思想与方法.建筑结构学报,2008,29(4)：42-50.
[40]江晓峰,陈以一.建筑结构连续性倒塌及其控制设计的研究现状.土木工程学报,2008,41(6)：1-8.
[41]Chung.Y.S.Meyer C,Shinozuka M. Modeling of concrete damage, ACI structrural Journal,1989,86(3)
[42]Park.Y.J,Ang.A.H.S, Mechaninitic seismic damage model for reinforeced concrete.Journal of structural engineering,ASCE,1985,111(4)722-739.
[43]S. M. Marjanishvili. Progressive Analysis Procedure for Progressive Collapse. ASCE,2004,18(2):79-85
[44]Griengsak Kaewkulchai, Eric B. Williamson. Dynamic Progressive Collapse of Frame Structures.15th ASCE Engineering Mechchanics Conference. Columbia University, New York 2002,71-79.
[45]MOORE D B. The UK and European regulations for accidental actions //Proceedings of Workshop on Prevention of Progressive Collapse, National Institute of Building Sciences, Washington D.C.,2002.
[46]陈俊玲.建筑结构二次防御能力评估方法研究.[同济大学博士学位论文].上海：同济大学土木工程学院,2004.
[47]European Committee for Standardization. EN1991-1-7:2006, Eurocode I: Actions on Structures. Part 1-7:General Actions-AccidentalActions. Brussels,2006.
[48]Unified Facilities Criteria. Design of buildings to resist progressive collapse. US Department of Defense. (UFC4-023-03),2005.
[49]Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects. U.S.General Service Administration,2003.
[50]ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures, 2002 edition," American Society of Civil Engineers, Reston, Aeston, VA,2002.
[51]GB50010-2002：混凝土设计规范.北京：中国建筑工业出版社,2002.
[52]GB 50011-2010：建筑抗震设计规范.北京：中国建筑工业出版社,2010
[53]GB500092001：建筑结构荷载规范.北京：中国建筑工业出版社,2006
[54]北京金土木软件技术有限公司.SAP2000中文版使用指南.北京：人民交通出版社,2006.
[2]于山,苏幼坡,马东辉.钢筋混凝土建筑抗倒塌设计.地震工程与振动,2005,25(5)：67-72.
[3]Building Performance Assessment Team. FEMA 277 The Oklahoma city bombing:improving building performance through multi-hazard mitigation. Washington D C:Federal Emergency Management Agency 1996.
[4]Sozen MA, Thornton C H, Corley W G, et al. The Oklahoma city bombing:structure and mechanisms of the Murrah Building. Journal of Performance of Constructed Facilities,1998
[5]Corley W G Mlakar P F, Sozen M A, et al. The Oklahoma city bombing:summary and recommendations for multihazard miti-gation. Journal of Performance of Constructed Facilities,1998
[6]Bazant Z P,Zhou Y.Why did the World Trade Center collapse? Simple analysis. Journal of Engineering Mechanics,2002
[7]Newland D E, Cebon D. Could the World Trade Center have been modified to prevent its collapse. Journal of Engineering Mechanics, 2002
[8]Federal Insurance and Mitigation Administration. FEMA 403 World trade center building performance study:data collection, preliminary observations, and recommendations[R]. Washington D C:Federal Emergency Management Agency, May 2002.
[9]Uwe starossek,Typology of progressive collapse,Engineering Structure ,2007:1-6
[10]何庆锋.钢筋混凝土框架结构抗倒塌性能试验应用研究：[湖南大学博士学位论文].长沙：湖南大学,2010
[11]Mc Guire, W.Prevention of Progressive collapse. proceeding of the regional conference on tall buildings[C]. Bangkok,Asian Institute of Technology,Bangkok,Thailand,1974.
[12]Breen, J. E. Research Workshop on Progressive Collapse of Building Structures held at the University of Texas at Austin. National Bureau of Standards,1975, Washington,D.C.
[13]Burnett F P. The avoidance of progressive collapse:regulatory approaches to the problem. National Bureau of Standards. Washington D.C.1975
[14]Breen J E, Siess C P.Progressive Collapse-Symposium Summary. ACI Journal,September 1979:99 7-1004
[15]Flix F.Y; Wright R.N; Stone W.C;"Progressjve Collapse February, 1989:U.S. Office Building in Moscow," Journal of Performance of Constructed Facilities,1(3):1, American Society of Civil Engineers
[16]Longinow, A. and Miniszewski, K. R. Protecting Building against Vehicle Bomb Attacks. Practice Periodical on Structural Design and Construction.1996,1(1):12～14
[17]Corley W G, Mlakars P F, Sozen M A, Thornton C H.The Oklahoma City Bombing:Summary and Recommendations for Multihazard Mitigation. Journal of Performance of Constructed Facilities, American Society of Civil Engineers.1998,12(3).
[18]Sozen M A, Thornton C H. The Oklahoma City Bombing:Structure details and Possible Mechanisms for the Murrah Building. J. Perf. Constr. Fac. ASCE 1998,12(3):120～136
[19]Woodson, S.C. and Baylot, J.T. Structural Collapse:Quarter-Scale Model Experiments. Technical report SL-99-8, US Army Engineer Research and Development Center, Vicksburg, Mississippi,1999, 1～50
[20]Tuan Ngo, Priyan Mendjs. "BehaVor of High-Strenth Concrete columns subjected to Blast Loadjng," 2003, Advanccd in Strctures, Steel, concrete, composite and Aluminum Sydney
[21]Kapil Khandelwal, Sherif El-Tawil, P.E. Progressive Collapse of Moment Resisting Steel Frame Buildings. Conference Proceeding Paper,Metropolis&Beyond 2005.
[22]Joon hong Lim, Theodor Kauthammer. Progressive Collapse Analysis of 2D Steel-Framed Structures with Different Connection Models. Engineering journal,2006(3):201-215.
[23]Donald O. Dusenberry, Ronald O. Hamburger. Practical Means for Energy-based Analyses of Disproportionate Collapse Potential. Journal of Performance of Constructed Facilities,2006,20(4): 336～348
[24]Sasani M, Bazan M, Sagiroglu S. Experimental and analytical progressive collapse evaluation of actual reinforced concrete structure. Structural Journal,2007,104(6):731-739
[25]Yihai Bao, Sashi K. Kunnath and et al. Macromodel based Simulation of Progressive Collapse:RC Frame Structures. Journal of Structural Engineering.2008,134(7):1079～1091
[26]谢步瀛.框架结构倒塌过程中的动力学分析.同济大学学报,1996,24(5)
[27]刘鸣,刘伯权,赖明.多层建筑考虑低周疲劳特性的抗倒塌验算使用方法,重庆建筑大学学报1996,18(1)：32-38
[28]甘泉,黄良壁.钢筋混凝土抗震框架倒塌分析.西安建筑科技大学学报,1998,30(1)：1-3.
[29]潘岳,夏宪成.建筑物突然倒塌的模式与作用机制探讨.建筑安全,1999,14(5)： 15-18
[30]王建新.建筑物防爆研究.公安大学学报.1999,14(2)：56-60.
[31]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程的仿真分析.土木工程学报,2001,34(6)：8-10.
[32]张雷明,刘西拉.框架结构倒塌分析中的几个问题.上海交通大学学报,2001,35(10)：78-82.
[33]熊仲明,史庆轩.钢筋混凝土框架结构倒塌破坏能量分析的研究.振动与冲击,2003,22(4)：8-11.
[34]宣纲,顾祥林,吕西林.强震作用下混凝土框架结构倒塌过程的数值分析.地震工程与振动,2003,23(6)：24-30.
[35]金伟良,方韬.钢筋混凝土框架结构破坏性能的离散单元法模拟.工程力学,2005,22(4)：67-73.
[36]周健,屈俊童,贾敏.混凝土框架倒塌全过程的颗粒流数值模拟.地震研究,2005,28(3)：88-32.
[37]马人乐,陈俊岭,何敏娟.建筑结构二次防御能力分析方法.同济大学学报,2006,34(5)：69-73.
[38]胡晓斌,钱稼茹.单层平面钢框架连续倒塌动力效应分析.工程力学,2008,25(6)：38-43.
[39]叶列平,曲哲,陆新征,冯鹏.提高建筑结构抗地震倒塌能力的设计思想与方法.建筑结构学报,2008,29(4)：42-50.
[40]江晓峰,陈以一.建筑结构连续性倒塌及其控制设计的研究现状.土木工程学报,2008,41(6)：1-8.
[41]Chung.Y.S.Meyer C,Shinozuka M. Modeling of concrete damage, ACI structrural Journal,1989,86(3)
[42]Park.Y.J,Ang.A.H.S, Mechaninitic seismic damage model for reinforeced concrete.Journal of structural engineering,ASCE,1985,111(4)722-739.
[43]S. M. Marjanishvili. Progressive Analysis Procedure for Progressive Collapse. ASCE,2004,18(2):79-85
[44]Griengsak Kaewkulchai, Eric B. Williamson. Dynamic Progressive Collapse of Frame Structures.15th ASCE Engineering Mechchanics Conference. Columbia University, New York 2002,71-79.
[45]MOORE D B. The UK and European regulations for accidental actions //Proceedings of Workshop on Prevention of Progressive Collapse, National Institute of Building Sciences, Washington D.C.,2002.
[46]陈俊玲.建筑结构二次防御能力评估方法研究.[同济大学博士学位论文].上海：同济大学土木工程学院,2004.
[47]European Committee for Standardization. EN1991-1-7:2006, Eurocode I: Actions on Structures. Part 1-7:General Actions-AccidentalActions. Brussels,2006.
[48]Unified Facilities Criteria. Design of buildings to resist progressive collapse. US Department of Defense. (UFC4-023-03),2005.
[49]Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects. U.S.General Service Administration,2003.
[50]ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures, 2002 edition," American Society of Civil Engineers, Reston, Aeston, VA,2002.
[51]GB50010-2002：混凝土设计规范.北京：中国建筑工业出版社,2002.
[52]GB 50011-2010：建筑抗震设计规范.北京：中国建筑工业出版社,2010
[53]GB500092001：建筑结构荷载规范.北京：中国建筑工业出版社,2006
[54]北京金土木软件技术有限公司.SAP2000中文版使用指南.北京：人民交通出版社,2006.