钢框架结构体系关键柱破坏后性能分析
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摘要
随着时代和经济的快速发展,计算方法的精细化和结构形式不断推陈出新,结构的安全性问题越来越受到工程界的关注,结构中的关键构件破坏后可导致结构体系的连续倒塌。为了防止结构的连续倒塌,英美等国家从1968年英国Ronan Point公寓因煤气爆炸而导致连续倒塌破坏以来,对结构的抗倒塌性能和设计方法进行了四十多年的研究,国外在结构的抗倒塌方面的研究已经取得了一些成果,而国内在这方面的研究才刚刚起步,还有大量的工作要做。本文采用SAP2000软件对框架结构在不同参数下的关键柱破坏后的力学性能进行分析,主要内容包括:
(1)对现阶段结构倒塌性能的研究现状及国外相关规范进行了归纳与总结。阐述了采用SAP2000分析结构关键柱破坏后需要考虑的相关问题,并通过软件验证了计算模型。
(2)采用瞬时加载法研究不同位置框架柱破坏后节点的变形及所承担拉力、弯矩、剪力的变化;通过改变结构关键构件失效时间,研究体系中内力、变形和时间的关系。研究关键柱破坏后节点、相邻节点及相邻梁柱内力及变形的发展过程;研究结构体系在破坏过程中塑性铰的分布。通过对比不同部位柱破坏后结构性能,找到最不利节点的分布位置。
(3)研究节点连接刚度对结构体系内力、变形和承载力的影响,确定使节点承受的荷载及产生变形均较小的合理刚度匹配,为结构抗倒塌设计提供参考。研究结果表明:框架结构的承载力与失效柱位置有关,失效柱位置越高,越靠近边跨,结构抗倒塌能力越低,失效柱位置附近的节点受力最大,对结构传力最关键;框架柱失效时间越短,结构反应越大,梁柱节点连接刚度越大,结构的抗倒塌能力越强。
With the rapid development of economic,the refinement of calculation methods and the appearance of the new structure,more attentions are drawn to the security of structural buildings.Since the progressive collapse was resulted from the gas explosion in Ronan Point apartment building in 1968,in order to prevent progressive collapse,European and American researchers had done much research in the performance and design methods of the structure on this issue in the past 40 years and made considerable achievements.However,codes in China have not yet provided details on the resistance of progressive collapse . They are still relatively insufficient and have a lot to do.In this paper,the performance of the steel frame with different parameters in the progressive collapse situation is analyzed by using the software SAP2000.The main contents of this paper are as followed:
(1) The current research status and the contents of main foreign design codes about the progressive collapse prevention are introduced.The software SAP2000 is adapted to analyze the behavior of steel frame losing key columns,whose results are validated by comparing with experimental results.
(2) The deformation and internal force of steel frame after the removal of columns at different positions are studied by instantaneously applying load method.The influence of loading time on internal force and deformation is studied.The development process of the internal force and deformation of the adjacent nodes and adjacent beams,and the distribution of plastic hinges are studied after the removal of key column.The most unfavorable location of the node is found by comparing the performance of the destroyed structure.
(3)The effect of connection stiffness on the internal forces,deformation and the capacity to resist progressive collapse is discussed.The reasonable connection stiffness is proposed by comparing the internal forces and deformation of the damaged structure with the hope of providing basic reference to the progressive collapse design.
The research suggests that the capacity to resist progressive collapse is related to the position of removal column.The failure column near to the side span and the upper story,the ability of the structure to resist collapse can be improved.When the column fails immediately, the maximum response of the structure is reached.Higher connection stiffness provides higher capacity to resist progressive collapse.
(1)对现阶段结构倒塌性能的研究现状及国外相关规范进行了归纳与总结。阐述了采用SAP2000分析结构关键柱破坏后需要考虑的相关问题,并通过软件验证了计算模型。
(2)采用瞬时加载法研究不同位置框架柱破坏后节点的变形及所承担拉力、弯矩、剪力的变化;通过改变结构关键构件失效时间,研究体系中内力、变形和时间的关系。研究关键柱破坏后节点、相邻节点及相邻梁柱内力及变形的发展过程;研究结构体系在破坏过程中塑性铰的分布。通过对比不同部位柱破坏后结构性能,找到最不利节点的分布位置。
(3)研究节点连接刚度对结构体系内力、变形和承载力的影响,确定使节点承受的荷载及产生变形均较小的合理刚度匹配,为结构抗倒塌设计提供参考。研究结果表明:框架结构的承载力与失效柱位置有关,失效柱位置越高,越靠近边跨,结构抗倒塌能力越低,失效柱位置附近的节点受力最大,对结构传力最关键;框架柱失效时间越短,结构反应越大,梁柱节点连接刚度越大,结构的抗倒塌能力越强。
With the rapid development of economic,the refinement of calculation methods and the appearance of the new structure,more attentions are drawn to the security of structural buildings.Since the progressive collapse was resulted from the gas explosion in Ronan Point apartment building in 1968,in order to prevent progressive collapse,European and American researchers had done much research in the performance and design methods of the structure on this issue in the past 40 years and made considerable achievements.However,codes in China have not yet provided details on the resistance of progressive collapse . They are still relatively insufficient and have a lot to do.In this paper,the performance of the steel frame with different parameters in the progressive collapse situation is analyzed by using the software SAP2000.The main contents of this paper are as followed:
(1) The current research status and the contents of main foreign design codes about the progressive collapse prevention are introduced.The software SAP2000 is adapted to analyze the behavior of steel frame losing key columns,whose results are validated by comparing with experimental results.
(2) The deformation and internal force of steel frame after the removal of columns at different positions are studied by instantaneously applying load method.The influence of loading time on internal force and deformation is studied.The development process of the internal force and deformation of the adjacent nodes and adjacent beams,and the distribution of plastic hinges are studied after the removal of key column.The most unfavorable location of the node is found by comparing the performance of the destroyed structure.
(3)The effect of connection stiffness on the internal forces,deformation and the capacity to resist progressive collapse is discussed.The reasonable connection stiffness is proposed by comparing the internal forces and deformation of the damaged structure with the hope of providing basic reference to the progressive collapse design.
The research suggests that the capacity to resist progressive collapse is related to the position of removal column.The failure column near to the side span and the upper story,the ability of the structure to resist collapse can be improved.When the column fails immediately, the maximum response of the structure is reached.Higher connection stiffness provides higher capacity to resist progressive collapse.
引文
1汪经光涛.大力发展节能省地型建筑、建设资源节约型社会.智能建筑与城市信息.2006,114(5):20-21
2张其顺,许金余等.纽约世贸大厦倒塌原因分析及设计高层建筑验教训.工程力学(增刊),2002:636-639
3 Pearson C,Delatte N.Ronan point apartment tower collapse and its effect on building codes[J].Journal Performance of Constructed Facilities,ASCE,2005,19,19 (2):172-177
4 McGuire W.Prevention of progressive collapse[C].Proceedings of the Regional Conference on Tall Buildings.Bangkok: Asian Institute of Technology,1974
5 Sucuoglu H.Resistance mechanisms in RC building frame subjected to column failure[J].Journal of Structural Engineering,1994,120,120 (3):765-aewkulchai G,Williamson EB.Beam element formulation and solution procedure for dynamic progressive collapse analysis . Computers and Structures.2002;82:639–651 782
6 Kcollapse:case studies using nonlinear analysis.SEAOC 2004 Annual Habitat . Guideli es for Collapse Control Design Construction of Steel Buildings with High Redundancy[S] . Tokyo : Japanese Society of Steel Construction & Council on Tall Buildings and Urban Habitat,2004
7 Marjanishvili SM . Progressive analysis procedure for progressive collapse.Journal of Performance of Constructed Facilities.2004,18(2):79–85
8 Nanci B,Shalva M.SDOF model for progressive collapse analysis.Structures,ASCE.New York,2005
9 Powell G.ProgressiveConvention.Monterey:SEAOC,2004
10 Japanese Society of Steel Construction & Council on Tall Buildings and Urban nsw Y
11 Ru Liu,Buick Davison,Andrew Tyas.A study of progressive collapse in multi-storey steel frames.Proceeding of the 2005 Structures Congress and the 2005 Forensic Engineering Symposium,April 20-24,2005,Ne ork sw Y
12 B.A.Izzuddin,A.G.Vlassis,A.Y.Elghazouli.Progressive collapse of multi-storey buildings due to sudden column loss-Part I:Simplified assessment framework.Engineering Structures 30 (2008) 1308–1318
13 Vlassis A.G,Izzuddin B.A.Progressive collapse of multi-storey buildings due to sudden column loss-Part II: ngineering Structures 30 (2008) 1424–1438 Sang-Wook Bae,Roger A. LaBoube.Progressive collapse of cold-formed steel fram ructures 46 (2008) 706–719 Pa essive Collapse:Failure Criteria Used in Engineering Analysis.St 1811-1820 Application. E14ed structures.Thin-Walled St
15nagiotis M.Stylianidis.Progrructures 2009,ASCE:
16 Peter Ruth.Static Equivalency in Progressive Collapse Alternate Path Analysis:Reducing Conservatism while Retaining Structural Integrity.ASCE,2006
17 Meng-Hao Tsai,Bing-Hui Lin.Investigation of progressive collapse resistanceand inelastic response for an earthquake-resistant RC building subjected to column failure.Engineering Structures 30 (2008) 3619-3628
18 Jinkoo Kim ,Taewan Kim. Assessment of progressive collapse-resisting capacity of steel moment frames. Journal of Constructional Steel Research 65 (2007) 169–179
19 Cheol-Ho Lee,Seonwoong Kim,Kyu-Hong Han,Kyungkoo Lee.Simplified nonlinear progressive collapse analysis of welded steel moment frames.Journal of Constructional St eel Research 65 (2008) 1130-1137
20 Hyun-Su Kim,Jinkoo Kim,Da-Woon An.Development of integrated system for progressive col lapse anal ysis of building structures consider in g dynamic effects.Advances in Engineering Software 40 (2009) 1–8
21 Mehrdad Sasani.Response of a reinforced concrete infilled-frame structure to removal of two adjacent columns.Engineering Structures 30 (2008) 2478–2491
22 Feng Fu.Progressive collapse analysis of high-rise building with 3-D finite element modeling method.Journal of Constructional Steel Research 65 (2009) 1269-1278
23 Osama A.Mohamed.Assessment of progressive collapse potential in corner floor panels of reinforced concrete buildings.Engineering Structures,31(2009) 749-757
24 Moore D. B. The UK and European regulations for accidental actions [C ].Wo rkshop on Preve n tion of Progre ss ive Collapse ,National Institute of Building Sciences,Washington,D.C.de requirements for structural concrete (ACI318M-02) and Federal Office解放军理工大学防护学术会议论文集,洛阳:2007:195-200题.上海交通大学学,2007,28( 5):104-117钱稼茹.结构连续倒塌分析与设计方法综述.建筑结构,2006,36
25 Draft Pren 1991-1-7 Eurocode l-Actions on structures.Part 1.7:General Actions-Accidental actions[S].European Committee for Standardization,2005
26 Building cocommentary (ACI318RM-02) [S].American Concrete Institute,2002
27 Progressive Collapse Analysis and Design Guidelines for NewBuildings and Major Modernization Projects . U . S : General Service Administration,2003
28 Unified Facilities Criteria : Design of Structures to Resist Progressive Collapse.U.S:Department of Defence,2005
29于山,苏幼坡,马东辉,苏经宇.钢筋混凝土建筑抗倒塌设计.地震工程与工程振动.2005,25(5):67-72
30王开强,李国强.美国建筑连续性倒塌设计标准的现状.学报.2007,8(5):513-519
31梁益,陆新征,缪志伟等.结构的连续倒塌:规范介绍和比较.第六届全国工程结构安全
32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
33张雷明,刘西拉.框架结构倒塌分析中的几个问报.2001,35(10):1578-158
34陆新征,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):11-13
35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(自然科学版).2006,34(5):569-573
36谷音.结构抗连续倒塌问题研究.自然灾害学报.2007,16(6):74-80
37易伟建,何庆锋,肖岩.钢筋混凝土框架结构抗倒塌性能的试验研究.建筑结构学报
38梁益,陆新征,李易等.三层RC框架的抗连续倒塌设计.解放军理工大学学报(自然版)2007,8(6):659-664
39胡晓斌, (S1):79-83
40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限公司.SAP2000中文版使用指南.北京:人民交制[M].北京:科学出版社,世界图书出版公司,1999,264-381 24-28.
41胡晓斌,钱稼茹.多层钢框架连续倒塌动力效应分析.地震工程与工程振动.2008,28(2):8-14
42胡晓斌,钱稼茹.结构连续倒塌分析改变路径法研究.四川建筑科学研究,2008,34(4):8-13
43风俊敏,舒赣平.连续倒塌分析方法的比较研究.第八届全国现代结构工程学术研讨会.2008:1889-1895
44北京金木土软件技术有通出版社,2006
45欧进萍.结构振动控制:主动、半主动和智能控2003:490-510
46陈惠发.钢框架稳定设计.上海.
47胡习兵,沈蒲生,舒兴平.带转动弹簧的杆单元平面钢结构二阶弹性分析[J].工程力学,2007,24(4):
48王新武.钢框架梁柱连接研究.武汉理工大学博士学位论文.2003
2张其顺,许金余等.纽约世贸大厦倒塌原因分析及设计高层建筑验教训.工程力学(增刊),2002:636-639
3 Pearson C,Delatte N.Ronan point apartment tower collapse and its effect on building codes[J].Journal Performance of Constructed Facilities,ASCE,2005,19,19 (2):172-177
4 McGuire W.Prevention of progressive collapse[C].Proceedings of the Regional Conference on Tall Buildings.Bangkok: Asian Institute of Technology,1974
5 Sucuoglu H.Resistance mechanisms in RC building frame subjected to column failure[J].Journal of Structural Engineering,1994,120,120 (3):765-aewkulchai G,Williamson EB.Beam element formulation and solution procedure for dynamic progressive collapse analysis . Computers and Structures.2002;82:639–651 782
6 Kcollapse:case studies using nonlinear analysis.SEAOC 2004 Annual Habitat . Guideli es for Collapse Control Design Construction of Steel Buildings with High Redundancy[S] . Tokyo : Japanese Society of Steel Construction & Council on Tall Buildings and Urban Habitat,2004
7 Marjanishvili SM . Progressive analysis procedure for progressive collapse.Journal of Performance of Constructed Facilities.2004,18(2):79–85
8 Nanci B,Shalva M.SDOF model for progressive collapse analysis.Structures,ASCE.New York,2005
9 Powell G.ProgressiveConvention.Monterey:SEAOC,2004
10 Japanese Society of Steel Construction & Council on Tall Buildings and Urban nsw Y
11 Ru Liu,Buick Davison,Andrew Tyas.A study of progressive collapse in multi-storey steel frames.Proceeding of the 2005 Structures Congress and the 2005 Forensic Engineering Symposium,April 20-24,2005,Ne ork sw Y
12 B.A.Izzuddin,A.G.Vlassis,A.Y.Elghazouli.Progressive collapse of multi-storey buildings due to sudden column loss-Part I:Simplified assessment framework.Engineering Structures 30 (2008) 1308–1318
13 Vlassis A.G,Izzuddin B.A.Progressive collapse of multi-storey buildings due to sudden column loss-Part II: ngineering Structures 30 (2008) 1424–1438 Sang-Wook Bae,Roger A. LaBoube.Progressive collapse of cold-formed steel fram ructures 46 (2008) 706–719 Pa essive Collapse:Failure Criteria Used in Engineering Analysis.St 1811-1820 Application. E14ed structures.Thin-Walled St
15nagiotis M.Stylianidis.Progrructures 2009,ASCE:
16 Peter Ruth.Static Equivalency in Progressive Collapse Alternate Path Analysis:Reducing Conservatism while Retaining Structural Integrity.ASCE,2006
17 Meng-Hao Tsai,Bing-Hui Lin.Investigation of progressive collapse resistanceand inelastic response for an earthquake-resistant RC building subjected to column failure.Engineering Structures 30 (2008) 3619-3628
18 Jinkoo Kim ,Taewan Kim. Assessment of progressive collapse-resisting capacity of steel moment frames. Journal of Constructional Steel Research 65 (2007) 169–179
19 Cheol-Ho Lee,Seonwoong Kim,Kyu-Hong Han,Kyungkoo Lee.Simplified nonlinear progressive collapse analysis of welded steel moment frames.Journal of Constructional St eel Research 65 (2008) 1130-1137
20 Hyun-Su Kim,Jinkoo Kim,Da-Woon An.Development of integrated system for progressive col lapse anal ysis of building structures consider in g dynamic effects.Advances in Engineering Software 40 (2009) 1–8
21 Mehrdad Sasani.Response of a reinforced concrete infilled-frame structure to removal of two adjacent columns.Engineering Structures 30 (2008) 2478–2491
22 Feng Fu.Progressive collapse analysis of high-rise building with 3-D finite element modeling method.Journal of Constructional Steel Research 65 (2009) 1269-1278
23 Osama A.Mohamed.Assessment of progressive collapse potential in corner floor panels of reinforced concrete buildings.Engineering Structures,31(2009) 749-757
24 Moore D. B. The UK and European regulations for accidental actions [C ].Wo rkshop on Preve n tion of Progre ss ive Collapse ,National Institute of Building Sciences,Washington,D.C.de requirements for structural concrete (ACI318M-02) and Federal Office解放军理工大学防护学术会议论文集,洛阳:2007:195-200题.上海交通大学学,2007,28( 5):104-117钱稼茹.结构连续倒塌分析与设计方法综述.建筑结构,2006,36
25 Draft Pren 1991-1-7 Eurocode l-Actions on structures.Part 1.7:General Actions-Accidental actions[S].European Committee for Standardization,2005
26 Building cocommentary (ACI318RM-02) [S].American Concrete Institute,2002
27 Progressive Collapse Analysis and Design Guidelines for NewBuildings and Major Modernization Projects . U . S : General Service Administration,2003
28 Unified Facilities Criteria : Design of Structures to Resist Progressive Collapse.U.S:Department of Defence,2005
29于山,苏幼坡,马东辉,苏经宇.钢筋混凝土建筑抗倒塌设计.地震工程与工程振动.2005,25(5):67-72
30王开强,李国强.美国建筑连续性倒塌设计标准的现状.学报.2007,8(5):513-519
31梁益,陆新征,缪志伟等.结构的连续倒塌:规范介绍和比较.第六届全国工程结构安全
32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
33张雷明,刘西拉.框架结构倒塌分析中的几个问报.2001,35(10):1578-158
34陆新征,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):11-13
35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(自然科学版).2006,34(5):569-573
36谷音.结构抗连续倒塌问题研究.自然灾害学报.2007,16(6):74-80
37易伟建,何庆锋,肖岩.钢筋混凝土框架结构抗倒塌性能的试验研究.建筑结构学报
38梁益,陆新征,李易等.三层RC框架的抗连续倒塌设计.解放军理工大学学报(自然版)2007,8(6):659-664
39胡晓斌, (S1):79-83
40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限公司.SAP2000中文版使用指南.北京:人民交制[M].北京:科学出版社,世界图书出版公司,1999,264-381 24-28.
41胡晓斌,钱稼茹.多层钢框架连续倒塌动力效应分析.地震工程与工程振动.2008,28(2):8-14
42胡晓斌,钱稼茹.结构连续倒塌分析改变路径法研究.四川建筑科学研究,2008,34(4):8-13
43风俊敏,舒赣平.连续倒塌分析方法的比较研究.第八届全国现代结构工程学术研讨会.2008:1889-1895
44北京金木土软件技术有通出版社,2006
45欧进萍.结构振动控制:主动、半主动和智能控2003:490-510
46陈惠发.钢框架稳定设计.上海.
47胡习兵,沈蒲生,舒兴平.带转动弹簧的杆单元平面钢结构二阶弹性分析[J].工程力学,2007,24(4):
48王新武.钢框架梁柱连接研究.武汉理工大学博士学位论文.2003
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