行波效应下连续梁桥随结构参数的响应分析
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摘要
利用桥梁专用分析软件MIDAS/Civil建立大跨度连续梁桥多点激励数值模拟模型,采用国际上常用的Elcentro波作为加速度时程输入,在考虑行波效应和桩-土-结构相互作用的情况下,利用时程分析法求得结构在主跨跨径、固定墩纵向抗推刚度和边中跨比等结构参数下的响应峰值。通过数值分析比较,表明增大主跨跨径对结构抗震不利,减小固定墩纵向抗推刚度对结构抗震有利,边中跨比对结构抗震利弊兼半。综合分析各种结构参数,主跨跨径对结构抗震最为敏感。
Numerical simulation model of long span continuous bridge under multi-support excitations has been built with the special analysis software for bridge-MIDAS/Civil.The commonly used El centro wave is put into the model as an acceleration time interval.The peak response under different structural parameters,such as under vertical anti-push rigidity of fix girder,middle and main span,structural parameters of side and middle span and etc.are calculated with time interval analysis method.Through the numerical analysis and comparison,we have found that lengthen the main span is detrimental to anti-seismic,reduce the anti-push rigidity of fix girder is beneficial to anti-seismic,side and middle span ratio has both advantages and disadvantages to anti-seismic.Through a comprehensive analysis to various structural parameters,we get the conclusion that the main span will mostly influence the anti-seismic.
Numerical simulation model of long span continuous bridge under multi-support excitations has been built with the special analysis software for bridge-MIDAS/Civil.The commonly used El centro wave is put into the model as an acceleration time interval.The peak response under different structural parameters,such as under vertical anti-push rigidity of fix girder,middle and main span,structural parameters of side and middle span and etc.are calculated with time interval analysis method.Through the numerical analysis and comparison,we have found that lengthen the main span is detrimental to anti-seismic,reduce the anti-push rigidity of fix girder is beneficial to anti-seismic,side and middle span ratio has both advantages and disadvantages to anti-seismic.Through a comprehensive analysis to various structural parameters,we get the conclusion that the main span will mostly influence the anti-seismic.
引文
[1]范立础.桥梁抗震[M].上海:同济大学出版社,1997.
[2]邵旭东.桥梁工程[M].北京:人民交通出版社,2004.
[3]苗家武,胡世德,范立础.大型桥梁多点激励效应的研究现状与发展[J].同济大学学报.1999,27(2):198-201.
[4]范立础,胡世德,叶爱君.大跨度桥梁抗震设计[M].北京:人民交通出版社,2001.
[5]K.J.Bath,Finite Element Procedures in Engineering Analysis[M].Prentice-Hall Inc.New Jersey,1982.
[6]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[7]孙立.多点激励下连续刚构桥反应分析[D].北京:北京工业大学,2005:54-55.
[2]邵旭东.桥梁工程[M].北京:人民交通出版社,2004.
[3]苗家武,胡世德,范立础.大型桥梁多点激励效应的研究现状与发展[J].同济大学学报.1999,27(2):198-201.
[4]范立础,胡世德,叶爱君.大跨度桥梁抗震设计[M].北京:人民交通出版社,2001.
[5]K.J.Bath,Finite Element Procedures in Engineering Analysis[M].Prentice-Hall Inc.New Jersey,1982.
[6]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[7]孙立.多点激励下连续刚构桥反应分析[D].北京:北京工业大学,2005:54-55.
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