钢筋混凝土桥墩地震破坏振动台试验研究
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摘要
钢筋混凝土桥墩箍筋约束不足和剪跨比过小(短柱)造成的脆性剪切破坏在近几次地震桥梁震害中占有较大比重.为解决此问题设计制作了各3根圆形截面和方形截面桥墩试件,分别代表具有良好箍筋约束、配箍率不足和小剪跨比3种情况,并通过振动台试验研究了其抗震性能.对小震、中震和大震作用下桥墩试件的破坏形态、加速度和位移反应、位移延性系数和耗能等方面进行了比较分析,结果表明,小剪跨比桥墩在地震作用下反应位移延性系数较大,在抗震设计时应引起足够重视.
In the recent destructive earthquakes,brittle shear failure of reinforcement concrete bridge piers with low lateral reinforcement ratio or with low shear span ratio accounted for quite a few reasons in the bridge failure cases.6 reinforced concrete bridge pier specimens,3 circular-sectioned and 3 square-sectioned,which represented bridge piers with sufficient lateral reinforcement ratio,with low lateral reinforcement ratio and with low shear span ratio respectively,were tested on the shaking table and the seismic performances were studied.The damage states,acceleration response,displacement response,displacement ductility factors and energy dissipation of the specimens when they were subjected to minor-magnitude earthquake,medium-magnitude earthquake and large-magnitude earthquake were analyzed and compared.The experimental results show that the displacement response ductility factor of low-shear-span-ratio bridge piers is large,which should be paid much attention to in the seismic design.
In the recent destructive earthquakes,brittle shear failure of reinforcement concrete bridge piers with low lateral reinforcement ratio or with low shear span ratio accounted for quite a few reasons in the bridge failure cases.6 reinforced concrete bridge pier specimens,3 circular-sectioned and 3 square-sectioned,which represented bridge piers with sufficient lateral reinforcement ratio,with low lateral reinforcement ratio and with low shear span ratio respectively,were tested on the shaking table and the seismic performances were studied.The damage states,acceleration response,displacement response,displacement ductility factors and energy dissipation of the specimens when they were subjected to minor-magnitude earthquake,medium-magnitude earthquake and large-magnitude earthquake were analyzed and compared.The experimental results show that the displacement response ductility factor of low-shear-span-ratio bridge piers is large,which should be paid much attention to in the seismic design.
引文
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[12]SAIIDI M,ITANI A,JOHNSON J,et al.Shaketable response of bridge columns[C]//EarthquakeResistant Engineering StructuresⅣ.Ashurst:WITPress,2003:69-78
[13]吕西林,邹昀,卢文胜,等.上海环球金融中心大厦结构模型振动台抗震试验[J].地震工程与工程振动,2004,24(3):57-63
[14]朱杰江,吕西林,邹昀.上海环球金融中心模型结构振动台试验与理论分析的对比研究[J].土木工程学报,2005,38(10):18-26
[15]CLOUGH R W,PENZIEN J D.Dynamics ofStructures[M].New York,McGraw-Hill Inc,1993
[16]KOBAYASHI Hiroshi,UNJOH Shigeki.Development of an earthquake damage detectionsystem for bridge structures[C]//Proceedings ofNorth American Euro Pacific Workshop for SensingIssues in Civil Structural Health Monitoring.Hawaii:[s n],2004:165-174
[2]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
[3]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
[4]王东升,司炳君,艾庆华,等.钢筋混凝土桥墩地震抗剪强度初步研究[C]//第七届全国地震工程学术会议论文集.北京:地震出版社,2006:1068-1074
[5]司炳君,李宏男,王东升,等基于位移设计钢筋混凝土桥墩抗震性能试验研究(I):拟静力试验[J].地震工程与工程振动,2008,28(1):123-129
[6]邱法维.结构抗震实验方法进展[J].土木工程学报,2004,37(10):19-27
[7]张敏政,孟庆利,刘晓明.建筑结构的地震模拟试验研究[J].工程抗震,2003,4:31-35
[8]王东升,李宏男,赵颖华,等.钢筋混凝土桥墩基于位移的抗震设计方法[J].土木工程学报,2006,39(10):80-86
[9]中华人民共和国交通部标准.JTJ 004—89公路工程抗震设计规范[S].北京:人民交通出版社,1990
[10]中华人民共和国建设部标准.JGJ 101-96建筑抗震试验方法规程[S].北京:中国建筑出版社,1997
[11]PARK S W,YEN W P,COOPER J D,et al.Acomparative study of U.S.-Japan seismic design ofhighway bridges:Ⅱ.Shake-table model tests[J].Earthquake Spectra,2003,19(4):933-958
[12]SAIIDI M,ITANI A,JOHNSON J,et al.Shaketable response of bridge columns[C]//EarthquakeResistant Engineering StructuresⅣ.Ashurst:WITPress,2003:69-78
[13]吕西林,邹昀,卢文胜,等.上海环球金融中心大厦结构模型振动台抗震试验[J].地震工程与工程振动,2004,24(3):57-63
[14]朱杰江,吕西林,邹昀.上海环球金融中心模型结构振动台试验与理论分析的对比研究[J].土木工程学报,2005,38(10):18-26
[15]CLOUGH R W,PENZIEN J D.Dynamics ofStructures[M].New York,McGraw-Hill Inc,1993
[16]KOBAYASHI Hiroshi,UNJOH Shigeki.Development of an earthquake damage detectionsystem for bridge structures[C]//Proceedings ofNorth American Euro Pacific Workshop for SensingIssues in Civil Structural Health Monitoring.Hawaii:[s n],2004:165-174
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