双曲面球型减隔震支座在刚构连续梁桥中的应用
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摘要
结合处于高烈度地震地区的某(48+4×80+48)m刚构连续梁桥的工程实例,分析表明对高烈度区的长联多跨刚构连续梁桥进行常规抗震设计往往无法达到抗震设防目标。应用双曲面球型减隔震支座进行减震设计,可以有效地降低抗震设计控制截面的内力,使结构设计更容易满足抗震规范的要求。同时分析了双曲面球型减隔震支座的两个主要参数摩擦系数和球心距对刚构墩减震效果的影响。对于同一个球心距,刚构墩墩底的顺桥向弯矩响应、墩顶的顺桥向位移响应随摩擦因数的增大而减小,横桥向弯矩响应、横桥向位移响应随摩擦因数的增大而增大;对于同一个摩擦因数,随着球心距的增加,刚构墩墩底的顺桥向、横桥向弯矩响应以及墩顶的横桥向位移响应均呈现减小趋势,而刚构墩墩顶的顺桥向位移响应呈现先减小后增大的趋势。
Taking a(48+4x80+48)m rigid frame-continuous girder bridge in a high intensity earthquake area as an example,the long multi-span rigid frame-continuous girder bridge under conventional seimic design can not meet with the seismic fortification criterion.Application of the double spherical seismic isolation bearing can effectively reduce the internal force of the controlling section so as to meet the requirements of code for seismic design.The effect of the two major factors,which are friction coefficient and center distance of the two spherical surface,on the result of the bearing was also analyzed.According to the analysis,at the same center distance of the two spherical surface,the longitudinal bending moment at the bottom of the rigid frame pier and the longitudinal displacement at the top of the rigid frame pier were reduced with the increase of friction coefficient,and the transverse bending moment at the bottom of the rigid frame pier and the transverse displacement at the top of the rigid frame pier were increased with the increase of friction coefficient;At the same friction coefficient,with the increase of center distance of the two spherical surface,the longitudinal and transverse bending moment at the bottom of the rigid frame pier and the transverse displacement at the top of the rigid frame pier were decreased,and the longitudinal displacement at the top of the rigid frame pier experienced a decrease at first showed an and increase trend afterwards.
Taking a(48+4x80+48)m rigid frame-continuous girder bridge in a high intensity earthquake area as an example,the long multi-span rigid frame-continuous girder bridge under conventional seimic design can not meet with the seismic fortification criterion.Application of the double spherical seismic isolation bearing can effectively reduce the internal force of the controlling section so as to meet the requirements of code for seismic design.The effect of the two major factors,which are friction coefficient and center distance of the two spherical surface,on the result of the bearing was also analyzed.According to the analysis,at the same center distance of the two spherical surface,the longitudinal bending moment at the bottom of the rigid frame pier and the longitudinal displacement at the top of the rigid frame pier were reduced with the increase of friction coefficient,and the transverse bending moment at the bottom of the rigid frame pier and the transverse displacement at the top of the rigid frame pier were increased with the increase of friction coefficient;At the same friction coefficient,with the increase of center distance of the two spherical surface,the longitudinal and transverse bending moment at the bottom of the rigid frame pier and the transverse displacement at the top of the rigid frame pier were decreased,and the longitudinal displacement at the top of the rigid frame pier experienced a decrease at first showed an and increase trend afterwards.
引文
[1]范立础,王志强.桥梁减隔震设计[M].北京:人民交通出版社,2001:6-7.FAN Li-chu,WANG Zhi-qiang.Seismic isolation designfor bridges[M].Beijing:China Communications Press,2001:6-7.
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[3]TB10002.5—2005,铁路桥涵地基和基础设计规范[S].TB 10002.5—2005,Code for design on subsoil and foun-dation of railway bridge and culvert[S].
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[6]刘俊,贺国京.渡口河大桥地震响应分析[J].世界地震工程,2007(4):143-147.LIU Jun,HE Guo-jing.The seismic response analysis ofthe dukouhe bridge[J].World Earthquake Engineering,2007(4):143-147.
[7]徐秀丽,段好安,郎冬梅,等.预应力混凝土大跨连续梁桥隔震设计[J].公路交通科技,2009(8):46-50.XU Xiu-li,DUAN Hao-an,LANG Dong-mei,et al.Seis-mic isolation design for long-span prestressed continuousgird Bridge[J].Journal of Highway and TransportationResearch and Development,2009(8):46-50.
[8]鲁传安,胡世德,叶爱君.强震区大跨高墩连续梁桥抗震性能研究[J].结构工程师,2007,23(6):56-61.LU Chuan-an,HU Shi-de,YE Ai-jun.Study on seismicperformance for long span and high pier continuous girderbridges in severe earthquake region[J].Structural Engi-neers,2007,23(6):56-61.
[9]郭磊,李建中,范立础.大跨度连读梁桥减隔震设计研究[J].土木工程学报,2006,39(3):81-85.GUO Lei,LI Jian-zhong,FAN Li-chu.Research on seis-mic isolation design for long-span continuous bridges[J].China Civil Engineering Journal,2006,39(3):81-85.
[10]郑史雄,奚绍中,杨建忠.大跨度刚构桥的地震反应分析[J].西南交通大学学报,1997,32(6):586-592.ZHENG Shi-xiong,XI Shao-zhong,YANG Jian-zhong.Seismic response analysis of long span rigid frame bridg-es[J].Journal of Southwest Jiaotong university,1997,32(6):586-592.
[2]范立础,李建中,王君杰.高架桥梁抗震设计[M].北京:人民交通出版社,2001:36-37.FAN Li-chu,LI Jian-zhong,WANG Jun-jie.Seismic de-sign for viaducts[M].Beijing:China CommunicationsPress,2001:36-37.
[3]TB10002.5—2005,铁路桥涵地基和基础设计规范[S].TB 10002.5—2005,Code for design on subsoil and foun-dation of railway bridge and culvert[S].
[4]GB50111—2006,铁路工程抗震设计规范(2009年版)[S].GB 50111—2006,Code for seismic design of railway en-gineering(2009)[S].
[5]彭天波,李建中,范立础.双曲面球型减隔震支座的开发及应用[J].同济大学学报:自然科学版,2007(2):176-180.PENG Tian-bo,LI Jian-zhong,FAN Li-chu.Developmentand application of double spherical aseismic bearing[J].Journal of Tongji University:Natural Science,2007(2):176-180.
[6]刘俊,贺国京.渡口河大桥地震响应分析[J].世界地震工程,2007(4):143-147.LIU Jun,HE Guo-jing.The seismic response analysis ofthe dukouhe bridge[J].World Earthquake Engineering,2007(4):143-147.
[7]徐秀丽,段好安,郎冬梅,等.预应力混凝土大跨连续梁桥隔震设计[J].公路交通科技,2009(8):46-50.XU Xiu-li,DUAN Hao-an,LANG Dong-mei,et al.Seis-mic isolation design for long-span prestressed continuousgird Bridge[J].Journal of Highway and TransportationResearch and Development,2009(8):46-50.
[8]鲁传安,胡世德,叶爱君.强震区大跨高墩连续梁桥抗震性能研究[J].结构工程师,2007,23(6):56-61.LU Chuan-an,HU Shi-de,YE Ai-jun.Study on seismicperformance for long span and high pier continuous girderbridges in severe earthquake region[J].Structural Engi-neers,2007,23(6):56-61.
[9]郭磊,李建中,范立础.大跨度连读梁桥减隔震设计研究[J].土木工程学报,2006,39(3):81-85.GUO Lei,LI Jian-zhong,FAN Li-chu.Research on seis-mic isolation design for long-span continuous bridges[J].China Civil Engineering Journal,2006,39(3):81-85.
[10]郑史雄,奚绍中,杨建忠.大跨度刚构桥的地震反应分析[J].西南交通大学学报,1997,32(6):586-592.ZHENG Shi-xiong,XI Shao-zhong,YANG Jian-zhong.Seismic response analysis of long span rigid frame bridg-es[J].Journal of Southwest Jiaotong university,1997,32(6):586-592.
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