基于桥墩静力延性能力的连续梁桥搭接长度研究
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摘要
针对我国抗震规范未给出连续梁桥墩梁之间搭接长度计算方法的情况,以四跨一联的两联连续梁桥为例进行研究。基于桥墩结构在静力荷载作用下的延性能力和Desroches提出的最小支撑宽度的计算方法,分析不同跨径和墩高对连续梁结构伸缩缝处墩梁之间搭接长度的影响。根据相关参数的计算结果,以连续梁桥跨径和墩高为基本参数进行回归分析,采用最小二乘法拟合搭接长度计算公式。将拟合公式的计算结果与其他相关方法进行比较,结果表明:在计算连续梁桥伸缩缝处的搭接长度时,建议跨径计算值取一联联长;我国抗震规范中给出的简支梁伸缩缝处墩梁之间的搭接长度只适用于墩高小于25m的桥梁结构,对于墩高大于25m的高墩桥梁结构,需进行专门的研究。
In view of the fact that the calculation methods for the seated length between piers and girder of continuous girder bridge have not been provided in the seismic design codes of China,a continuous girder bridge that has two continuous units and that is arranged in each four spans in one unit was cited as an example and was studied.Based on the ductility capacity of the pier structures under the static load and the calculation method of minimum supported width as proposed by Desroches,the influences of the different span length and pier height on the seated length of the piers and girder at the expansion joint of the continuous girder bridge were analyzed.In accordance with the calculation results of the related parameters,the span length and pier height of the continuous girder bridge were taken as the basic parameters and the regression analysis was carried out.The least square method was used to fit the calculation formula for the seated length and the calculation results of the fitted formula were compared to the those of other related methods.The conclusions drawn from the study are that for the calculation of the seated length at the expansion joint of the continuous girder bridge,it is proposed that the length of one continuous unit should be chosen as the calculation value of the span length.The seated length between the piers and girder at the expansion joint of the simply-supported girder bridge as provided in the seismic design codes of China is only applicable to the bridge structure with pier height less than 25 mand for the structure with pier height greater than 25 m,special studies are required to be made.
In view of the fact that the calculation methods for the seated length between piers and girder of continuous girder bridge have not been provided in the seismic design codes of China,a continuous girder bridge that has two continuous units and that is arranged in each four spans in one unit was cited as an example and was studied.Based on the ductility capacity of the pier structures under the static load and the calculation method of minimum supported width as proposed by Desroches,the influences of the different span length and pier height on the seated length of the piers and girder at the expansion joint of the continuous girder bridge were analyzed.In accordance with the calculation results of the related parameters,the span length and pier height of the continuous girder bridge were taken as the basic parameters and the regression analysis was carried out.The least square method was used to fit the calculation formula for the seated length and the calculation results of the fitted formula were compared to the those of other related methods.The conclusions drawn from the study are that for the calculation of the seated length at the expansion joint of the continuous girder bridge,it is proposed that the length of one continuous unit should be chosen as the calculation value of the span length.The seated length between the piers and girder at the expansion joint of the simply-supported girder bridge as provided in the seismic design codes of China is only applicable to the bridge structure with pier height less than 25 mand for the structure with pier height greater than 25 m,special studies are required to be made.
引文
[1]李亚东,强士中.震后灾区桥梁初步考察与评估[J].桥梁建设,2009,(5):68-73.(LI Ya-dong,QIANG Shi-zhong.Preliminary Inspection and Evaluation of Bridges in Earthquake-Stricken Areas[J].Bridge Construction,2009,(5):68-73.in Chinese)
[2]Priestley M J N,Seible F,Calvi G M.Seismic Design and Retrofit of Bridges[M].London:Jonhn Wiley&Sons,Inc.,1996.
[3]Division of Engineering Service,California Department of Transportation.Caltrans Seismic Design Criteria,Version 1.2,2001[S].
[4]American Association of State Highway and Transportation Officials.AASHTO LRFD Bridge Design Specification,2004[S].
[5]日本道路協会.道路橋示方書·同解説(V耐震設計編)[M].東京:日本道路協会,1996.(Japanese Road Association.Specifications for Highway Bridges(Part V Seismic Design)and Explanations[M].Tokyo:Japanese Road Association,1996.in Japanese)
[6]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].(JTG/T B02-01-2008,Guideline for Seismic Design of Highway Bridges[S].)
[7]朱文正,刘健新,陈淮.梁桥搁置长度的计算方法比较[J].世界地震工程,2004,(9):152-155(ZHU Wen-zheng,LIU Jian-xin,CHEN Huai.Comparison of Calculation Methods for Adequate Seated Length of Beam Bridge[J].World Earthquake Engineering,2004,(9):152-155.in Chinese)
[8]Reginald Desroches,Gregory L Fenves.Design of Seismic Cable Hinge Restrainers for Bridges[J].Journal of Structural Engineering,2000,126(4):500-509.
[9]朱文正.公路桥梁减、抗震防落梁措施研究(博士学位论文)[D].西安:长安大学,2004.(ZHU Wen-zheng.Research of Measures of Seismic Mitigation,Seismic Resistance for Prevention of Girder Falling of Highway Bridges(Doctorate Dissertation)[D].Xi′an:Chang′an University,2004.in Chinese)
[10]孔艺达.梁式桥防落梁最小搭接长度初步研究(硕士学位论文)[D].重庆:重庆交通大学,2010.(KONG Yi-da.Preliminary Study of Minimum Seated Length for Prevention of Beam Falling-off of Beam Bridges(Master Dissertation)[D].Chongqing:Chongqing Jiaotong University,2010.in Chinese)
[11]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001.(FAN Li-chu,ZHUO Wei-dong.Ductility Seismic Design of Bridges[M].Beijing:China Communications Press,2001.in Chinese)
[12]周行人,刘海波,胡建华.高烈度区高墩桥梁抗震措施研究[J].桥梁建设,2011,(2):42-45.(ZHOU Xing-ren,LIU Hai-bo,HU Jian-hua.Study of Seismic Resistance Measures for High-Rise Pier Bridges Located in High Intensity Seismic Region[J].Bridge Construction,2011,(2):42-45.in Chinese)
[2]Priestley M J N,Seible F,Calvi G M.Seismic Design and Retrofit of Bridges[M].London:Jonhn Wiley&Sons,Inc.,1996.
[3]Division of Engineering Service,California Department of Transportation.Caltrans Seismic Design Criteria,Version 1.2,2001[S].
[4]American Association of State Highway and Transportation Officials.AASHTO LRFD Bridge Design Specification,2004[S].
[5]日本道路協会.道路橋示方書·同解説(V耐震設計編)[M].東京:日本道路協会,1996.(Japanese Road Association.Specifications for Highway Bridges(Part V Seismic Design)and Explanations[M].Tokyo:Japanese Road Association,1996.in Japanese)
[6]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].(JTG/T B02-01-2008,Guideline for Seismic Design of Highway Bridges[S].)
[7]朱文正,刘健新,陈淮.梁桥搁置长度的计算方法比较[J].世界地震工程,2004,(9):152-155(ZHU Wen-zheng,LIU Jian-xin,CHEN Huai.Comparison of Calculation Methods for Adequate Seated Length of Beam Bridge[J].World Earthquake Engineering,2004,(9):152-155.in Chinese)
[8]Reginald Desroches,Gregory L Fenves.Design of Seismic Cable Hinge Restrainers for Bridges[J].Journal of Structural Engineering,2000,126(4):500-509.
[9]朱文正.公路桥梁减、抗震防落梁措施研究(博士学位论文)[D].西安:长安大学,2004.(ZHU Wen-zheng.Research of Measures of Seismic Mitigation,Seismic Resistance for Prevention of Girder Falling of Highway Bridges(Doctorate Dissertation)[D].Xi′an:Chang′an University,2004.in Chinese)
[10]孔艺达.梁式桥防落梁最小搭接长度初步研究(硕士学位论文)[D].重庆:重庆交通大学,2010.(KONG Yi-da.Preliminary Study of Minimum Seated Length for Prevention of Beam Falling-off of Beam Bridges(Master Dissertation)[D].Chongqing:Chongqing Jiaotong University,2010.in Chinese)
[11]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001.(FAN Li-chu,ZHUO Wei-dong.Ductility Seismic Design of Bridges[M].Beijing:China Communications Press,2001.in Chinese)
[12]周行人,刘海波,胡建华.高烈度区高墩桥梁抗震措施研究[J].桥梁建设,2011,(2):42-45.(ZHOU Xing-ren,LIU Hai-bo,HU Jian-hua.Study of Seismic Resistance Measures for High-Rise Pier Bridges Located in High Intensity Seismic Region[J].Bridge Construction,2011,(2):42-45.in Chinese)