关于钢结构抗震设计的探讨
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摘要
在抗震设防目标、抗震设计类别、设计反应谱、地震作用取值和梁柱连接等方面对CECS160和GB50011进行了分析比较。CECS160和GB50011对钢筋混凝土结构地震作用取值基本相同,而两者对钢结构地震作用的取值差别较大,基底剪力比同样条件钢筋混凝土结构要大,这就部分忽视了钢结构的塑性变形耗能在削减地震反应上的作用。构造细节对保证结构延性起着极其重要的作用,针对钢框架刚性连接,对GB50011中不同烈度(或CECS160中的抗震设计类别)分别建议了较严格的梁柱连接形式,使钢结构延性利用得到保证。
It was compared that some aspects about seismic fortification goals,category of seismic design,design response spectrum,earthquake action and beam-to-column connections between CECS160 and GB50011 in the paper. Earthquake action is approximately the same for reinforced concrete structures between CECS160 and GB50011,but they have the marked differences for steel structures.Conformation details play an important role on ductility of structures,some strict connection forms for different intensity in GB50011(category of seismic design in CECS160) are proposed for rigid beam-to-column connections which ensure the utilization of ductility in steel structures.
It was compared that some aspects about seismic fortification goals,category of seismic design,design response spectrum,earthquake action and beam-to-column connections between CECS160 and GB50011 in the paper. Earthquake action is approximately the same for reinforced concrete structures between CECS160 and GB50011,but they have the marked differences for steel structures.Conformation details play an important role on ductility of structures,some strict connection forms for different intensity in GB50011(category of seismic design in CECS160) are proposed for rigid beam-to-column connections which ensure the utilization of ductility in steel structures.
引文
[1]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]中国工程建设标准化协会标准.CECS160:2004建筑工程抗震性态设计通则[试用)[S].
[3]谢礼立.论《建筑工程抗震设计导则》的编制思想[J].铁道勘察,2004(3):1-5.
[4]罗仁,吴国华.基于性态的建筑工程抗震设计-《建筑工程抗震性态设计通则》述评[J].地震工程与工程振动,2006,26(4): 265-270.
[5]刘大海,杨翠如,等.建筑抗震设计的新概念-《建筑工程抗震性态设计通则》的理解[J].建筑结构,2006,36(1):89-94.
[6]European standard,Eurocode 8:Design of structures for earthquake resistance,Part 1:General rules,seismic actions and rules for buildings,EN 1998-1:2004[S],2004.
[7]李国强,李杰,等.建筑结构抗震设计[M].北京:中国建筑工业出版社,2002.
[8]Uniform building code(UBC 1997)[S].International conference building officials(ICBO),1997.
[9]International building code(IBC 2000)[S].International code council,2000.
[10]FEMA-350,Recommended seismic design criteria for new steel moment-frame buildings[S].Federal Emergency Management Agency,Washington,DC,2000.
[11]多、高层民用建筑钢结构节点构造详图(01SG519、04SG519)中国建筑标准设计研究院出版,2004.
[12]刘其祥.多高层房屋钢结构梁柱刚性节点的设计建议[J]. 2003,33(9):3-7.
[13]王万祯.钢框架梁柱栓焊刚性连接的滞回性能、破坏机理及抗震设计建议[D].西安:西安建筑科技大学,2002.
[14]YU Q-S,UANG C-M,GROSS.Seismic rehabilitation design of steel moment connection with welded haunch[J].J.Struct.Eng. 2000,126(1):69-78.
[2]中国工程建设标准化协会标准.CECS160:2004建筑工程抗震性态设计通则[试用)[S].
[3]谢礼立.论《建筑工程抗震设计导则》的编制思想[J].铁道勘察,2004(3):1-5.
[4]罗仁,吴国华.基于性态的建筑工程抗震设计-《建筑工程抗震性态设计通则》述评[J].地震工程与工程振动,2006,26(4): 265-270.
[5]刘大海,杨翠如,等.建筑抗震设计的新概念-《建筑工程抗震性态设计通则》的理解[J].建筑结构,2006,36(1):89-94.
[6]European standard,Eurocode 8:Design of structures for earthquake resistance,Part 1:General rules,seismic actions and rules for buildings,EN 1998-1:2004[S],2004.
[7]李国强,李杰,等.建筑结构抗震设计[M].北京:中国建筑工业出版社,2002.
[8]Uniform building code(UBC 1997)[S].International conference building officials(ICBO),1997.
[9]International building code(IBC 2000)[S].International code council,2000.
[10]FEMA-350,Recommended seismic design criteria for new steel moment-frame buildings[S].Federal Emergency Management Agency,Washington,DC,2000.
[11]多、高层民用建筑钢结构节点构造详图(01SG519、04SG519)中国建筑标准设计研究院出版,2004.
[12]刘其祥.多高层房屋钢结构梁柱刚性节点的设计建议[J]. 2003,33(9):3-7.
[13]王万祯.钢框架梁柱栓焊刚性连接的滞回性能、破坏机理及抗震设计建议[D].西安:西安建筑科技大学,2002.
[14]YU Q-S,UANG C-M,GROSS.Seismic rehabilitation design of steel moment connection with welded haunch[J].J.Struct.Eng. 2000,126(1):69-78.
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