非抗震设计的框架结构抗连续倒塌性能的延性要求
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摘要
目前,结构的连续倒塌已成为严重威胁公共安全的重要问题,由于恐怖袭击、火灾、飓风、施工缺陷、人为错误、煤气爆炸等原因所导致的连续倒塌事故越来越多。1968年英国Ronan Point公寓倒塌事件发生以后,国外许多工程师和学者在该领域开展了研究,提出了相应的抗连续倒塌设计的方法和规范,例如拉结设计和备用荷载路径分析等方法。而我国在这方面的研究比较欠缺,现行规范还未涉及,还有大量的工作需要开展。结构的延性是防止建筑连续倒塌的重要因素,对该方面的研究具有重要意义。
本文介绍了国内外连续倒塌的研究现状,对国外前沿成果进行了描述,并对国外抗连续倒塌相关规范做了总结。按照我国钢筋混凝土设计规范中的材料应力应变关系以及相关假定,推导了梁截面屈服曲率、极限曲率和塑性铰转角的计算公式。采用通用有限元程序ANSYS线性静力分析和非线性静力分析,对实验室一空间框架模拟底层中柱失效的连续倒塌试验进行了计算分析,分析结果基本吻合,验证了软件分析的正确性,同时讨论了连续性倒塌在ANSYS实现过程中所存在的问题。接着按照美国GSA中的有关规定,对8层的非抗震设计的原型框架进行抗连续倒塌性能评估,考虑长边中柱、短边中柱、角柱和内柱失效四种工况。
针对抗连续倒塌需要,讨论了梁截面塑性铰转动能力要求,提出了非抗震设计框架的延性要求及相应措施。最后,对本文研究工作所得到的结论进行总结并对今后工作做了展望。
Currently, the progressive collapse of the structures has become a serious threat to public safety. There are more and more structure progressive collapse caused by unexpected incidents as terrorist attack, fire, hurricane, constructional deficiency, human error and gas explosion. Since the partial collapse of the Ronan Point apartment building in 1968, engineers and reaserchers begin to pay more attention to the prevention of progressive collapse.Many design codes and methods for preventing progressive collapse have been developed, including the Tie Force and Alternate Load Path methods. However, researches on progressive collapse in our country are still insufficient. Until now, the codes criteria about the resistance of progressive collapse had not been provided. It is important to study the ductility of structures, for it is a major facor for preventing the progressive collapse.
In this paper we reviewed the state of progressive collapse prevention home and abroad, and summaried the relevant design specifications for structure progressive collapse resistance. Based on the stress-strain relationship of steel and concrete and basic assumptions in designing code for concrete structures in our country, calculation formula of section yield curvature, section ultimate curvature and plastic rotation are deduced. The software ANSYS is used to analyze a RC model frame structure in a progressive collapse experiment.The analysis includes linear static procedure and nonlinear static procedure.The results prove the effectiveness of the programme. Some questions about ANSYS simulation are discussed. Then a performance evaluation of structure processive collapse resistance, based on the design procedure prescribed in GSA, is applied to an eight-story typical frame of none sesmic design. The frame is designed according to the current China desigining codes. Four different cases are considerd. In each cases, one column in particular location is removed These columns are the middle column of the long side of the building, the middle column of the short side of the building, the corner column and the internal column repectively.
Addtionally, the requirement for plastic rotational capability to resist progressive collapse is analyzed. Strategies and measures to ensure a ductile structure of none sesmic design are proposed. Finally, the conclusions of this paper are summarized and the prospect of further studies is discussed.
本文介绍了国内外连续倒塌的研究现状,对国外前沿成果进行了描述,并对国外抗连续倒塌相关规范做了总结。按照我国钢筋混凝土设计规范中的材料应力应变关系以及相关假定,推导了梁截面屈服曲率、极限曲率和塑性铰转角的计算公式。采用通用有限元程序ANSYS线性静力分析和非线性静力分析,对实验室一空间框架模拟底层中柱失效的连续倒塌试验进行了计算分析,分析结果基本吻合,验证了软件分析的正确性,同时讨论了连续性倒塌在ANSYS实现过程中所存在的问题。接着按照美国GSA中的有关规定,对8层的非抗震设计的原型框架进行抗连续倒塌性能评估,考虑长边中柱、短边中柱、角柱和内柱失效四种工况。
针对抗连续倒塌需要,讨论了梁截面塑性铰转动能力要求,提出了非抗震设计框架的延性要求及相应措施。最后,对本文研究工作所得到的结论进行总结并对今后工作做了展望。
Currently, the progressive collapse of the structures has become a serious threat to public safety. There are more and more structure progressive collapse caused by unexpected incidents as terrorist attack, fire, hurricane, constructional deficiency, human error and gas explosion. Since the partial collapse of the Ronan Point apartment building in 1968, engineers and reaserchers begin to pay more attention to the prevention of progressive collapse.Many design codes and methods for preventing progressive collapse have been developed, including the Tie Force and Alternate Load Path methods. However, researches on progressive collapse in our country are still insufficient. Until now, the codes criteria about the resistance of progressive collapse had not been provided. It is important to study the ductility of structures, for it is a major facor for preventing the progressive collapse.
In this paper we reviewed the state of progressive collapse prevention home and abroad, and summaried the relevant design specifications for structure progressive collapse resistance. Based on the stress-strain relationship of steel and concrete and basic assumptions in designing code for concrete structures in our country, calculation formula of section yield curvature, section ultimate curvature and plastic rotation are deduced. The software ANSYS is used to analyze a RC model frame structure in a progressive collapse experiment.The analysis includes linear static procedure and nonlinear static procedure.The results prove the effectiveness of the programme. Some questions about ANSYS simulation are discussed. Then a performance evaluation of structure processive collapse resistance, based on the design procedure prescribed in GSA, is applied to an eight-story typical frame of none sesmic design. The frame is designed according to the current China desigining codes. Four different cases are considerd. In each cases, one column in particular location is removed These columns are the middle column of the long side of the building, the middle column of the short side of the building, the corner column and the internal column repectively.
Addtionally, the requirement for plastic rotational capability to resist progressive collapse is analyzed. Strategies and measures to ensure a ductile structure of none sesmic design are proposed. Finally, the conclusions of this paper are summarized and the prospect of further studies is discussed.
引文
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[5]ELLINGWOOD B R. Mitigating Risk from Abnormal Loads and Progressive Collapse [J]. Journal of Performance of Constructed Facilities.2006,20 (4):315-323.
[6]NIST. Best Practices for Reducing the Progressive Collapse in Buildings [R]. Washington, 2007.
[7]C.Pearsonal and N. Delatte. Roint Point apartment tower collapse and its effect on building codes[J]. J.Perf.Const.Fac, ASCE,2005,19(2):172-177.
[8]John D.Osteraas. Murrah Building Bombing Revisited:A Qualitative Assessment of Blast Damage and Collapse Patterns[J]. Journal of Performance of Construction Facilities, ASCE, 2006,20(4):330-335.
[9]A.S. Usmani. Stability of the World Trade Center Twin Towers Structural Frame in Multipe Floor Fires[J]. Journal of Engineering Mechanics, ASCE,2005,131(6):654-657.
[10]陈肇元.要大幅度提高建筑结构设计的安全度[J].建筑结构,1999年第1期.
[11]朱炳寅,任庆英.超高层建筑防止结构连续倒塌设计初探[C].∥第二十届全国高层建筑结构学术会议论文集,2008.
[12]单亮,汪洋.现代结构工程中的连续倒塌研究[C].∥第七届全国现代结构工程学术研讨会论文集.天津,2007.
[13]蔡建国等.新广州站索拱结构屋盖体系连续倒塌分析[J].建筑结构学报,2010,31(7)：103-109.
[14]周健等.虹桥综合交通枢纽结构连续倒塌分析研究[J].建筑结构学报,2010,31(5)：174-180.
[15]吴赵强,李艳,熊进刚.钢筋混凝土框架结构抗震与抗连续倒塌的比较[J].山西建筑,2010年第11期.
[16]Griffin J W. Experimental and analytical investigation of progressive collapse through demolition scenarios and computer modeling:[dissertation]. Raleigh:North Carolina State University,2008,1-48.
[17]陈俊岭.建筑结构二次防御能力评估方法研究[D]：[同济大学博士学位论文].上海：同济大学土木工程学院,2001,1-110.
[18]Starossek U. Typology of progressive collapse[J]. Engineering Structures,2007,29: 2302-2307.
[19]Sasani.M, Bazan.M, Sagiroglu.S. Experimental and analytical progressive collapse evaluation of actual reinforced concrete structure [J]. Structural Journal,2007,104(6): 731-739.
[20]Sasani M, Sagiroglu S. Progressive collapse resistance of hotel San Diego[J]. Journal of Structural Engineering,2008,134(3):478-488.
[21]Kim.J., Kim.T. Assessment of progressive collapse-resisting capacity of steel moment franmes[J]. Journal of Constructional Steel Research,2008,4:1-11.
[22]Kim.J., Kim.T. Collapse analysis of steel moment frames with various seismic connections[J]. Journal of Constructional Steel Research,2009,65:1316-1322.
[23]Feng Fu. Progressive collapse analysis of high-rise building with 3-D finite element modeling method[J]. Journal of constructional Steel Research,2009,65:1269-1278.
[24]Jae hyouk Choi, Dong kuk Chang. Prevention of progressive collapse for building structures to member disappearance by accidental actions[J]. Journal of Loss Prevention in the Process Industries,2009,22:1026-1019.
[25]Moore.D.B. The UK and European regulations for accidental actions [C]. Workshop on Prevention of Progressive Collapse. National Institute of Building Sciences, Washington, D.C.
[26]National Research Council of Canada,National Building Code of Canada 1975 [S]. Ottawa, Canada,1975.
[27]Building Officials & Code Administrators International, National Building Code of America. 1981[S], America,1981.
[28]The Interagency Security Committee, ISC Security Criteria for New Federal Office Building and Major Modernization Projects [S]. Washington.DC., September,2001.
[29]International Code Council, Inc. International Code 2000[S]. International Conference of Building Officials. Whittier, CA.
[30]Applied Research Associates, Inc, Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Projects [S]. Prepared for the US General Services Administration, Washington, D.C.,2009.
[31]Department of Defense, Design of Buildings to Resist Progressive Collapse UFC 4-023-03, [S], 2009.
[32]EN 1991-1-7 Eurocode 1-Actions on Structures-Part 1.7:General Actions Accidental actions [S]. European Committee for Standardization,2005.
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