空间铸钢球节点与钢框架节点的弹塑性研究
|
摘要
随着经济的稳步发展,钢结构以其特殊的性能得到了广泛的应用。但在1994年美国的北岭地震和1995年日本的阪神地震,以及钢结构在施工过程中出现的几起事故后,曾经被认为具有良好抗震性能的钢框架的梁柱连接处发现了大量的脆性断裂现象。随着大跨空间的发展,铸钢节点以其良好的受力性能和较强的适应能力应用于大跨空间结构,然而到目前为止尚没有成熟的设计方法。本文对铸钢节点空间结构进行了的非线性有限元分析,提出了在钢框架结构中使用铸钢节点,并对铸钢钢框架也进行非线性有限元分析。
首先,简单介绍了铸钢节点的发展,提出了节点设计的一般准则:以弹塑性分析为基础,运用非线形有限元分析。
其次,应用大型通用软件对2种典型三维空间铸钢空心球节点在轴向压力、拉力作用下进行弹塑性非线性有限元分析,得出了节点在各种受力状态下的应力分布特点、塑性发展过程、节点破坏机理以及节点的极限承载能力,揭示了影响节点承载力的一些主要因素。
第三,提出了在典型钢框架结构中的型钢节点上使用铸钢节点。通过设计软件PKPM以某工程实例为基础,建立空间三维钢框架铸钢节点模型,运用有限元通用程序对轴向压力、弯矩作用下进行弹塑性非线性有限元分析,得出了节点在各种受力状态下的应力分布特点、塑性发展过程、节点破坏机理以及节点的极限承载能力。
最后,对铸钢节点的特性、生产工艺以及施工工艺作一介绍,并对对前面分析做一总结,对铸钢节点有待研究的问题提出一些建议。本文的研究结果可为我国即将编制的铸钢节点规范提供可资的参考资料。
Along with the steady development of the economy, the steel structures are being application extensively because of the special function. During the 1994 Northridge earthquake and 1995 Kobe earthquake, as well as the troubles of the steel structures that appear in the process of construction, the typical beam-column moment connection in steel moment-resisting frame suffered unexpected brittle failures.With favorable high-blooded capability and strong adaption cast steel joints has applied in many largespan-space structures, but there is not a well-rounded design method which can be used.Mainly, the cast steel as brought forward the main body of a book to representative on space structure analysis basis, using the cast steel node in steel framed structure.
First. Having introduced development of cast steel node simplely, and brought forward the sort criterion that the designs: Take that ball plasticity analyses as basis, using the nonlinear FEM method.
Secondly. The nonlinearity finite element method carrying out ball plasticity on 2 kinds representative three-dimensional space cast steel of hollow spherical joints under axial pressure , the pulling force effect analyses the large-scale common software applying. Have reached node limit load support capability distributing the characteristic , the plasticity developing process , the node destroying mechanism and the node in the various strain under accepting force state. Have revealed the major factor affecting a node bearing the weight of a few of force.
Thirdly.Having suggested that section steel in steel framed structure uses the cast steel in the model.By designing that software PKPM takes some project examples as basis, build the three-dimensional space steel frame cast steel model, the general program wielding finite element method has analysed,reached limit load support capability distributing the characteristic,the plasticity developing process , the node destroying mechanism and the node in the various strain under accepting force state to the nonlinearity finite element method carrying out ball plasticity under axial pressure , the curved regulation effect.
Finally.Introducing that to cast steel node characteristic property , productive technology as well as the handicraft being under construction does one, analysis does one summary , the problem that the node waits for to study brings forward a little suggestion to cast steel to at the head. The main body of a book research result but the reference data providing to the cast steel node norm that our country works out soon but giving supplies to.
首先,简单介绍了铸钢节点的发展,提出了节点设计的一般准则:以弹塑性分析为基础,运用非线形有限元分析。
其次,应用大型通用软件对2种典型三维空间铸钢空心球节点在轴向压力、拉力作用下进行弹塑性非线性有限元分析,得出了节点在各种受力状态下的应力分布特点、塑性发展过程、节点破坏机理以及节点的极限承载能力,揭示了影响节点承载力的一些主要因素。
第三,提出了在典型钢框架结构中的型钢节点上使用铸钢节点。通过设计软件PKPM以某工程实例为基础,建立空间三维钢框架铸钢节点模型,运用有限元通用程序对轴向压力、弯矩作用下进行弹塑性非线性有限元分析,得出了节点在各种受力状态下的应力分布特点、塑性发展过程、节点破坏机理以及节点的极限承载能力。
最后,对铸钢节点的特性、生产工艺以及施工工艺作一介绍,并对对前面分析做一总结,对铸钢节点有待研究的问题提出一些建议。本文的研究结果可为我国即将编制的铸钢节点规范提供可资的参考资料。
Along with the steady development of the economy, the steel structures are being application extensively because of the special function. During the 1994 Northridge earthquake and 1995 Kobe earthquake, as well as the troubles of the steel structures that appear in the process of construction, the typical beam-column moment connection in steel moment-resisting frame suffered unexpected brittle failures.With favorable high-blooded capability and strong adaption cast steel joints has applied in many largespan-space structures, but there is not a well-rounded design method which can be used.Mainly, the cast steel as brought forward the main body of a book to representative on space structure analysis basis, using the cast steel node in steel framed structure.
First. Having introduced development of cast steel node simplely, and brought forward the sort criterion that the designs: Take that ball plasticity analyses as basis, using the nonlinear FEM method.
Secondly. The nonlinearity finite element method carrying out ball plasticity on 2 kinds representative three-dimensional space cast steel of hollow spherical joints under axial pressure , the pulling force effect analyses the large-scale common software applying. Have reached node limit load support capability distributing the characteristic , the plasticity developing process , the node destroying mechanism and the node in the various strain under accepting force state. Have revealed the major factor affecting a node bearing the weight of a few of force.
Thirdly.Having suggested that section steel in steel framed structure uses the cast steel in the model.By designing that software PKPM takes some project examples as basis, build the three-dimensional space steel frame cast steel model, the general program wielding finite element method has analysed,reached limit load support capability distributing the characteristic,the plasticity developing process , the node destroying mechanism and the node in the various strain under accepting force state to the nonlinearity finite element method carrying out ball plasticity under axial pressure , the curved regulation effect.
Finally.Introducing that to cast steel node characteristic property , productive technology as well as the handicraft being under construction does one, analysis does one summary , the problem that the node waits for to study brings forward a little suggestion to cast steel to at the head. The main body of a book research result but the reference data providing to the cast steel node norm that our country works out soon but giving supplies to.
引文
[1]陈绍蕃等,钢结构,北京:建筑工业出版,2000
[2]沈祖炎,钢结构基本原理,建筑工业出版社,2001
[3]林彦,刘锡良.铸钢节点的特点及在工程中的应用[J].力学增刊,2003
[4]刘锡良 林彦.铸钢节点的工程应用与研究[J].建筑钢结构进展,2004,6(1):12-19.
[5]胡世德.高层建筑的发展与展望.建筑技术开发,1998(4):21-24
[6]tojadinovic,B.,Goel,S.C.,Lee K.,et al.parametfic tests on unreinforced steel moment connections.J.Struct.Engrg.,ASCE,2000,126(1):40-49.
[7]Interim guidelines:Evaluation,Repair,Modification and Design of Steel Moment Fram es,Report No.SAC-95-02,SAC Joint Venture
[8]M.D.Engelhardt and t.A.Sabot,Seismic-resistant steel moment connect ions:development since the 1994 Northridge earthquake.Construction Research Communic atons Limited,1997 ISSN,1365-0556
[9]A.Whittaker,A.Gilani,V Bertero,Evaluation of Pre-Northridge steel moment-resistin g frame joints,The Strctural design of tall Buildings,7,1998,263-283
[10]AISC Seismic Provisions for Structural steel buildings,April 15,1997
[11]田中淳夫,梁端混合连接,建筑技术(日),1994,9
[12]W.E.Gates,M.Mordern,Professional Structural Engineering EXperien Related to Welded Steel Momen t Frame FOllowing tbe Northridge Earthquake.The Structural Design of Tall Building,Vol.5,29-44(1996)
[13]科尔文,李怀英,张春艳.Los Angeles Times[J].建筑结构,1994,(3):34-35
[14]沈祖炎.大跨空间结构的研究与发展[M].上海:同济大学出版社,1995:30.
[15]魏琏.建筑结构抗震设计.万国学术出版社,1991
[16]杨静译.洛杉矶大地震的建筑.Fire Engineering,1994(8):28-34
[17]周炳章.日本版神地震的震害及教训.工程抗震,1996(3)
[18]卞若宁,陈以一等.空间结构大型铸钢节点试验研究.建筑结构,2002,32(12):45-47
[19]卢立香,铸钢节点在大跨度管析架建筑钢结构中应用探讨.钢结构,2003,5(18):28-30
[20]谭仲毅 鲍广鑑 王煦.黄金树铸钢节点的设计与铸造工艺[J].钢结构与建筑业,2002,2(3):19-21.
[21]网架结构设计与施工规程编制组.网架结构设计与施工规程应用指南,北京:中国建筑工业出版社,1990,174-175.
[22]中华人民共和国行业标准.网架结构设计与施工规程,JGJ7-91.北京:中国建筑工业出版社,1991
[23]李和华.钢结构连接节点设计手册,北京:中国建筑工业出版社
[24]Vegte G J van der.The static strength of uniplanar and multiplanar tubular T-and X-joints[D].Netherlands:Delft University Press,1995.
[25]M.D.Engelhardt and t.A.Sabot,Seismic-resistant steel moment connect ions:deVelopment since the 1994 Northridge earthquake,Construction Research Communicatons Limited,1997 ISSN,1365-0556
[26]K C Tsai.Cyclic performance of steel beam-column moment joints[J].Engineering Structures,1995,17(8):596-602.
[27]Schober H.Cast steel joints for tubular structures[A].Tubular Structures X[C].Tokyo:A A Balkema Publishers,2003:143-152.
[28]Broughton P,Hayes R,Wood A,et al.Cast steel nodes for the Ekofisk 2/4J Jacket[A].Proceedings of the Institution of Civil Engineers-Structures and Bui 1dings[C],1997,122:266-280
[29]D A Nethercot.United classification system for beam-tocolumn connections[J].J Construct Steel Res,1998,45(1):39-65.
[30]杨桂通.弹塑性力学.第一版.北京:人民教育出版社,1980
[31]ANSYS非线性分析指南.ANSYS中国,2001.
[32]杜平安,甘娥忠,于亚婷.有限元法—原理、建模及应用,北京:国防工业出版社,2004
[33]鲍广鑑、王宏、孙大军、徐重良.铸钢节点枝状空间钢结构的研究与应用.施工技术2004.33(11)49-51
[34]鲍广鑑、周忠明.深圳文化中心黄金树铸钢节点焊接技术.钢结构.2002,Vol.31
[35]陈瑞麟.多角度结构铸钢节点的研制.钢结构,2003(4),Vol.18,No.66:16-18
[36]童丽萍 李英灏.郑州国际会展中心铸钢节点S211—1的受力特性分析.郑州大学学报(理学版),2005第37卷第1期,:82-86
[37]孙鹏 王元清 石永久.平面内弯矩作用下T型铸钢节点承载性能分析.山东建筑工程学院学报,21(1)2006:6-10页
[38]孙鹏.考虑倒角系数铸钢节点及法兰连接的承载力性能研究.清华大学硕士学位论文,2006
[39]谭德远.黄金树结构两种节点可选方案的性能比较.钢结构,2002(17)3,19-20
[40]中国建筑科学研究院.《网壳结构技术规程》(JGJ 61-2003)[S].中国建筑工业出版社,2003
[41]卫星 李俊 强士中.网壳结构铸钢球节点弹塑性分析及试验研究.建筑结构学报.26(1)2005,45-50
[42]邹连海 吴京 李龙.南京奥体中心体育场钢屋盖主拱铸钢节点试验方案研究[J].江苏建筑,2005(1):14-16.
[43]陈宏 石永久 等.钢框架梁柱节点受力性能的非线性分析[J].工业建筑,2001,31(5):56-58.
[44]Popov E P,Yang T S,Chang S P.Design of steel MRF Connections before and after 1994 Northridge earthquake[R].New York:Construction Research Communications,1997.
[45]Engelhardt M D,Sabot T A.Seismic-resistant steel moment connections:development since the 1994Northridge earthquake[R],New York:Construction Research Communications,America,1997.
[46]中华人民共和国建设部.钢结构设计规范(GB 50017-2003).北京:中国计划出版社,2003
[47]上海市建设和管理委员会.空间格构结构设计规程(DG/TJ08-}2-2004 J10508-2005).上海:上海市建设工程标准定额管理总站,2004
[48]周炳章.日本阪神地震的震害及教训[J].工程抗震,1996,(1):55.
[49]童根树.钢结构稳定的新诠释[J].建筑结构,2001,(5):20-25.
[50]王芬.高层建筑钢结构狗骨式节点性能研究.西安理工大学硕士学位论文,2007
[51]林彦.铸钢节点的理论分析和实验研究.天津大学硕士学位论文,2003
[52]顾文涛.K型铸钢节点研究.东南大学硕士学位论文,2004
[2]沈祖炎,钢结构基本原理,建筑工业出版社,2001
[3]林彦,刘锡良.铸钢节点的特点及在工程中的应用[J].力学增刊,2003
[4]刘锡良 林彦.铸钢节点的工程应用与研究[J].建筑钢结构进展,2004,6(1):12-19.
[5]胡世德.高层建筑的发展与展望.建筑技术开发,1998(4):21-24
[6]tojadinovic,B.,Goel,S.C.,Lee K.,et al.parametfic tests on unreinforced steel moment connections.J.Struct.Engrg.,ASCE,2000,126(1):40-49.
[7]Interim guidelines:Evaluation,Repair,Modification and Design of Steel Moment Fram es,Report No.SAC-95-02,SAC Joint Venture
[8]M.D.Engelhardt and t.A.Sabot,Seismic-resistant steel moment connect ions:development since the 1994 Northridge earthquake.Construction Research Communic atons Limited,1997 ISSN,1365-0556
[9]A.Whittaker,A.Gilani,V Bertero,Evaluation of Pre-Northridge steel moment-resistin g frame joints,The Strctural design of tall Buildings,7,1998,263-283
[10]AISC Seismic Provisions for Structural steel buildings,April 15,1997
[11]田中淳夫,梁端混合连接,建筑技术(日),1994,9
[12]W.E.Gates,M.Mordern,Professional Structural Engineering EXperien Related to Welded Steel Momen t Frame FOllowing tbe Northridge Earthquake.The Structural Design of Tall Building,Vol.5,29-44(1996)
[13]科尔文,李怀英,张春艳.Los Angeles Times[J].建筑结构,1994,(3):34-35
[14]沈祖炎.大跨空间结构的研究与发展[M].上海:同济大学出版社,1995:30.
[15]魏琏.建筑结构抗震设计.万国学术出版社,1991
[16]杨静译.洛杉矶大地震的建筑.Fire Engineering,1994(8):28-34
[17]周炳章.日本版神地震的震害及教训.工程抗震,1996(3)
[18]卞若宁,陈以一等.空间结构大型铸钢节点试验研究.建筑结构,2002,32(12):45-47
[19]卢立香,铸钢节点在大跨度管析架建筑钢结构中应用探讨.钢结构,2003,5(18):28-30
[20]谭仲毅 鲍广鑑 王煦.黄金树铸钢节点的设计与铸造工艺[J].钢结构与建筑业,2002,2(3):19-21.
[21]网架结构设计与施工规程编制组.网架结构设计与施工规程应用指南,北京:中国建筑工业出版社,1990,174-175.
[22]中华人民共和国行业标准.网架结构设计与施工规程,JGJ7-91.北京:中国建筑工业出版社,1991
[23]李和华.钢结构连接节点设计手册,北京:中国建筑工业出版社
[24]Vegte G J van der.The static strength of uniplanar and multiplanar tubular T-and X-joints[D].Netherlands:Delft University Press,1995.
[25]M.D.Engelhardt and t.A.Sabot,Seismic-resistant steel moment connect ions:deVelopment since the 1994 Northridge earthquake,Construction Research Communicatons Limited,1997 ISSN,1365-0556
[26]K C Tsai.Cyclic performance of steel beam-column moment joints[J].Engineering Structures,1995,17(8):596-602.
[27]Schober H.Cast steel joints for tubular structures[A].Tubular Structures X[C].Tokyo:A A Balkema Publishers,2003:143-152.
[28]Broughton P,Hayes R,Wood A,et al.Cast steel nodes for the Ekofisk 2/4J Jacket[A].Proceedings of the Institution of Civil Engineers-Structures and Bui 1dings[C],1997,122:266-280
[29]D A Nethercot.United classification system for beam-tocolumn connections[J].J Construct Steel Res,1998,45(1):39-65.
[30]杨桂通.弹塑性力学.第一版.北京:人民教育出版社,1980
[31]ANSYS非线性分析指南.ANSYS中国,2001.
[32]杜平安,甘娥忠,于亚婷.有限元法—原理、建模及应用,北京:国防工业出版社,2004
[33]鲍广鑑、王宏、孙大军、徐重良.铸钢节点枝状空间钢结构的研究与应用.施工技术2004.33(11)49-51
[34]鲍广鑑、周忠明.深圳文化中心黄金树铸钢节点焊接技术.钢结构.2002,Vol.31
[35]陈瑞麟.多角度结构铸钢节点的研制.钢结构,2003(4),Vol.18,No.66:16-18
[36]童丽萍 李英灏.郑州国际会展中心铸钢节点S211—1的受力特性分析.郑州大学学报(理学版),2005第37卷第1期,:82-86
[37]孙鹏 王元清 石永久.平面内弯矩作用下T型铸钢节点承载性能分析.山东建筑工程学院学报,21(1)2006:6-10页
[38]孙鹏.考虑倒角系数铸钢节点及法兰连接的承载力性能研究.清华大学硕士学位论文,2006
[39]谭德远.黄金树结构两种节点可选方案的性能比较.钢结构,2002(17)3,19-20
[40]中国建筑科学研究院.《网壳结构技术规程》(JGJ 61-2003)[S].中国建筑工业出版社,2003
[41]卫星 李俊 强士中.网壳结构铸钢球节点弹塑性分析及试验研究.建筑结构学报.26(1)2005,45-50
[42]邹连海 吴京 李龙.南京奥体中心体育场钢屋盖主拱铸钢节点试验方案研究[J].江苏建筑,2005(1):14-16.
[43]陈宏 石永久 等.钢框架梁柱节点受力性能的非线性分析[J].工业建筑,2001,31(5):56-58.
[44]Popov E P,Yang T S,Chang S P.Design of steel MRF Connections before and after 1994 Northridge earthquake[R].New York:Construction Research Communications,1997.
[45]Engelhardt M D,Sabot T A.Seismic-resistant steel moment connections:development since the 1994Northridge earthquake[R],New York:Construction Research Communications,America,1997.
[46]中华人民共和国建设部.钢结构设计规范(GB 50017-2003).北京:中国计划出版社,2003
[47]上海市建设和管理委员会.空间格构结构设计规程(DG/TJ08-}2-2004 J10508-2005).上海:上海市建设工程标准定额管理总站,2004
[48]周炳章.日本阪神地震的震害及教训[J].工程抗震,1996,(1):55.
[49]童根树.钢结构稳定的新诠释[J].建筑结构,2001,(5):20-25.
[50]王芬.高层建筑钢结构狗骨式节点性能研究.西安理工大学硕士学位论文,2007
[51]林彦.铸钢节点的理论分析和实验研究.天津大学硕士学位论文,2003
[52]顾文涛.K型铸钢节点研究.东南大学硕士学位论文,2004