某电力公司高层剪力墙结构局部功能改造后抗连续倒塌性能研究
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摘要
针对既有高层结构局部功能改造后其抗连续倒塌性能研究,以太原市万柏林区某高层剪力墙结构为工程背景,采用减轻楼板自重和荷载转移剪力墙法,成功将24层的五间办公室改造为档案室。采用非线性有限元软件MSC.Marc建立未改造前高层剪力墙结构和改造后高层剪力墙结构整体精细化三维模型,运用非线性动力拆除构件法对两种模型23层特定位置的剪力墙进行拆除,对比改造前后结构的抗倒塌能力。结果表明:改造前后的高层剪力墙结构抗连续倒塌性能相差不大,所采用的改造方法行之有效,且改造简单方便、造价低。
The paper studies the progressive collapse resistance of local function transformed high-rise structures.Taking a high-rise shear wall structure located in Wanbailin district Taiyuan city as the engineering background,adopting the method of reducing the floor self-weight and load transfer shear wall method.The two methods succeeded in converting the five offices of the 24 floor into the archives.The non-linear finite element software MSC.Marc was used to establish the three-dimensional model of the high-rise shear wall structure without transformation and the high-rise shear wall structure after transformation.Nonlinear dynamic alternate path method was performed for two models of 23 floor specific removed shear wall.Compare the progressive collapse resistance of the structure before and after transformation.The results show that there is less difference in the progressive collapse resistance of before and after the transformation of the high-rise shear wall structure.The adopted transformation method is effective,and the transformation is simple and convenient with low cost.
The paper studies the progressive collapse resistance of local function transformed high-rise structures.Taking a high-rise shear wall structure located in Wanbailin district Taiyuan city as the engineering background,adopting the method of reducing the floor self-weight and load transfer shear wall method.The two methods succeeded in converting the five offices of the 24 floor into the archives.The non-linear finite element software MSC.Marc was used to establish the three-dimensional model of the high-rise shear wall structure without transformation and the high-rise shear wall structure after transformation.Nonlinear dynamic alternate path method was performed for two models of 23 floor specific removed shear wall.Compare the progressive collapse resistance of the structure before and after transformation.The results show that there is less difference in the progressive collapse resistance of before and after the transformation of the high-rise shear wall structure.The adopted transformation method is effective,and the transformation is simple and convenient with low cost.
引文
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[2]王有宗,闵宗军.改变使用功能的既有建筑结构检测与鉴定[J].工程质量,2017,35(01):53-56.WANG You-zong,MIN Zong-jun.Detection and Identification of Existing Building Structure Changed the Using Function[J].Project Quality,2017,35(01):53-56.
[3]张铁成,陈汉卿,王建青,等.超高层建筑功能改造及结构加固施工[J].建筑机械化,2000,21(03):22-23.ZHANG Tie-cheng,CHEN Han-qing,WANG Jian-qing,et al.Construction of Super High-rise Building Function and Structural Reinforcement[J].Construction Mechanization,2000,21(03):22-23.
[4]张勇.既有框架结构加层改造后的抗震性能分析[D].西安:长安大学,2015.ZHANG Yong.Analysis of Seismic Resistance of Existing Frame Structures after Storey Adding[D].Xi’an:Chang’an University,2015.
[5]GRIFFITHS H,PUGSLEY A,SAUNDERS O.Report of the Inquiry into the Collapse of Flats at Ronan Point,Canning Town[R].London:Her Majesty's Stationary Office,1968.
[6]HINMAN E E,HAMMOND D.Lessons from the Oklahoma City Bombing:Defensive Design Techniques[R].New York:ASCE,1997.
[7]安全监管总局人事司(宣教办).江西丰城发电厂“11·24”冷却塔施工平台坍塌特别重大事故调查报告[R].北京:国家安全生产监督管理总局,2017.Personnel Department of State Administration of Work Safety.In November 24th Jiangxi Fengcheng Power Plant Cooling Tower Construction Platform Collapse Special Accident Investigation Report[R].Beijing:State Administration of Work Safety,2017.
[8]ELLINGWOOD B R.Mitigating Risk from Abnormal Loads and Progressive Collapse[J].Journal of Performance of Constructed Facilities,2006,20(04):315-323.
[9]KHANDELWAL K,EL-TAWIl S.Collapse Behavior of Steel Special Moment Resisting Frame Connections[J].Journal of Structural Engineering,2007,133(05):646-655.
[10]HELMY H,SALEM H,MOURAD S.Progressive Collapse Assessment of Framed Reinforced Concrete Structures According to UFC Guidelines for Alternative Path Method[J].Engineering Structures,2012,42:127-141.
[11]易伟健,何庆峰,肖岩.钢筋混凝土框架结构抗倒塌性能的试验研究[J].建筑结构学报,2007,28(05):104-109.YI Wei-jian,HE Qing-feng,Xiao Yan.Collapse Performance of RC Frame Structure[J].Journal of Building Structures,2007,28(05):104-109.
[12]杜永峰,朱翔,陆新征,等.超长复杂隔震结构抗连续倒塌性能分析[J].土木工程学报,2016,49(S1):90-95.DU Yong-feng,ZHU Xiang,LU Xin-zheng,et al.Analysis on Progressive Collapse Resistance of Long Complicated Isolated Structures[J].China Civil Engineering Journal,2016,49(S1):90-95.
[13]中国工程建设标准化协会.GB 50009—2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.CECs.GB 50009—2012Load Code for the Design of Building Structures[S].Beijing:China Architecture&Building Press,2012.
[14]Department of Defense.Unified Facilities Criteria(UFC):Design of Structures to Resist Progressive Collapse[S].Washington,D.C,USA:United States Department of Defense,2013.
[15]General Services Administration.Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Projects[S].Washington,D.C,USA:General Services Administration,2013.