栓焊混接梁柱刚性节点加固的设计与分析
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摘要
在美国北岭地震和日本阪神地震中,很多钢结构框架的梁柱栓焊混接节点都发生了不同程度的破坏;震后国外对受损节点的修复和加固进行了深入研究,而我国在这方面的研究还相对滞后。本文简要介绍了栓焊混接梁柱刚性节点破坏的主要原因和现在国外常用的加固方法;并根据国外的试验结果,通过一个算例分析,比较了国内外规范和加固前后设计计算栓焊混接节点的不同之处。计算结果显示,对节点的适当加固能够有效地提高节点的抗震性能,有限元计算结果证实了这一点。
During the Northridge earthquake in America and the Kobe earthquake in Japan,the form of connections with welded flanges and bolted webs suffered unanticipated brittle fractures in many steel moment-resisting-frame buildings.Many researches on repair and rehabilitation have been carried out for the damaged steel moment connections after the disasters.However,the researches in our own country now lag behind.This article summarizes the causes of the damaged the main approaches abroad of reinforcing the connections with welded flanges and bolted webs.Based on the available experimental results in America,it also displays the design process by analyzing an example,and compares the differences between the notions of the design before and after the modification in China and abroad.It turns out,also confirmed by finite element analysis,that the seismic resistant performance of the connections can be improved after proper reinforcement.
During the Northridge earthquake in America and the Kobe earthquake in Japan,the form of connections with welded flanges and bolted webs suffered unanticipated brittle fractures in many steel moment-resisting-frame buildings.Many researches on repair and rehabilitation have been carried out for the damaged steel moment connections after the disasters.However,the researches in our own country now lag behind.This article summarizes the causes of the damaged the main approaches abroad of reinforcing the connections with welded flanges and bolted webs.Based on the available experimental results in America,it also displays the design process by analyzing an example,and compares the differences between the notions of the design before and after the modification in China and abroad.It turns out,also confirmed by finite element analysis,that the seismic resistant performance of the connections can be improved after proper reinforcement.
引文
[1]JGJ99-98,高层建筑民用钢结构技术规程[S].1998.
[2]Mehdi S Zarghamee.Northridge postscript:lessons on steel con-structions[J].Civil Engineering(New York),1995,65(4):68-71.
[3]Stephen A Mahin.Lessons from damage to steel buildings duringthe Northridge earthquake[J].Engineering Structures,1998,20(4):261-270.
[4]黄南翼.日本阪神大地震建筑震害分析与加固技术[M].北京:地震出版社,2000.
[5]姚国春.焊接钢结构梁柱节点地震下的断裂行为研究[J].钢结构,2000,(4):25-27.
[6]Maranian P.Vulnerability of existing steel framed buildings fol-lowing the 1994 Northridge(California,USA)earthquake:con-siderations for their repair and strengthening[J].Structural Engi-neer,1997,75(10):165-172.
[7]江见鲸,王元清.建筑工程事故分析与处理[M].北京:中国建筑工业出版社,2003.
[8]王万祯,赵海宏.钢框架梁柱刚性节点破坏机理分析[J].工业建筑,2002,(8):63-65.
[9]FEMA 267.Interim guidelines:evaluation,repair,modificationand design of welded steel moment frame structures[S].1995.
[10]FEMA.Interim Guidelines Advisory No.2[S].1997.
[11]Kazuhiko Kasai.Rigid-bolted repair method for damaged mo-ment connections[J].Engineering Structures,1998,20(4):521-532.
[12]Chia-Ming Uang,Duane Bondad.Cyclic performance of haunchrepaired steel moment connections:experimental testing and ana-lytical modeling[J].Engineering Structures,1998,20(4):552-561.
[13]GB50011-2001,建筑抗震设计规范[S].2001.
[14]AISC.Seismic Provisions For Structural Steel Building[S].1997.
[15]CECS77-96,钢结构加固技术规范[S].1996.
[16]王万祯,顾强.钢框架梁柱栓焊节点的有限元分析[J].建筑结构,2002,(9):7-10.
[17]FEMA 355D.State of the Art Report on Connection Perfor-mance[S].2000.
[2]Mehdi S Zarghamee.Northridge postscript:lessons on steel con-structions[J].Civil Engineering(New York),1995,65(4):68-71.
[3]Stephen A Mahin.Lessons from damage to steel buildings duringthe Northridge earthquake[J].Engineering Structures,1998,20(4):261-270.
[4]黄南翼.日本阪神大地震建筑震害分析与加固技术[M].北京:地震出版社,2000.
[5]姚国春.焊接钢结构梁柱节点地震下的断裂行为研究[J].钢结构,2000,(4):25-27.
[6]Maranian P.Vulnerability of existing steel framed buildings fol-lowing the 1994 Northridge(California,USA)earthquake:con-siderations for their repair and strengthening[J].Structural Engi-neer,1997,75(10):165-172.
[7]江见鲸,王元清.建筑工程事故分析与处理[M].北京:中国建筑工业出版社,2003.
[8]王万祯,赵海宏.钢框架梁柱刚性节点破坏机理分析[J].工业建筑,2002,(8):63-65.
[9]FEMA 267.Interim guidelines:evaluation,repair,modificationand design of welded steel moment frame structures[S].1995.
[10]FEMA.Interim Guidelines Advisory No.2[S].1997.
[11]Kazuhiko Kasai.Rigid-bolted repair method for damaged mo-ment connections[J].Engineering Structures,1998,20(4):521-532.
[12]Chia-Ming Uang,Duane Bondad.Cyclic performance of haunchrepaired steel moment connections:experimental testing and ana-lytical modeling[J].Engineering Structures,1998,20(4):552-561.
[13]GB50011-2001,建筑抗震设计规范[S].2001.
[14]AISC.Seismic Provisions For Structural Steel Building[S].1997.
[15]CECS77-96,钢结构加固技术规范[S].1996.
[16]王万祯,顾强.钢框架梁柱栓焊节点的有限元分析[J].建筑结构,2002,(9):7-10.
[17]FEMA 355D.State of the Art Report on Connection Perfor-mance[S].2000.
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