高强钢筋高强混凝土桥墩等效塑性铰区长度分析
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摘要
钢筋与混凝土材料的高强化是工程结构发展的重要方向,为研究配置高强钢筋的高强混凝土桥墩等效塑性铰区长度,整理了37根高强钢筋高强混凝土桥墩试验数据,与Priestley、Paulay、Telemachos及我国《公路桥梁抗震设计细则》建议的塑性铰区长度计算公式进行了对比分析,并通过灰色关联方法分析了影响高强钢筋高强混凝土桥墩等效塑性铰区长度的主要因素。研究表明:与试验结果相比,各公式计算值离散性较大,Paulay公式、Telemachos公式偏于不安全,Priestley公式和我国JTG/TB 02—01—2008《公路桥梁抗震设计细则》建议公式偏于保守;在高强钢筋高强混凝土桥墩等效塑性铰长度的各影响因素中,纵筋直径影响最大,其次是试件高度和截面宽度,试件轴压比和力学含箍率影响最小,高强钢筋高强混凝土桥墩等效塑性铰区长度的主要影响因素基本符合目前的认识水平。
High strength material of reinforcement and concrete is the important orientation of engineering construction development.In order to study the equivalent plastic hinge length of high-strength reinforced concrete bridge columns,37 test results were collected,and contrastive analy-sis on the formulae which proposed by priestley,paulay,telemachos and JTG/TB 02—01—2008 were done.Influence factors which affect the e-quivalent plastic hinge length of high strength concrete bridge columns reinforced with high strength rebar through grey-correlation analysis method were analyzed.It is found that,compare to test results,all the proposed formulae show considerable scatter in estimating the plastic hinge of the columns.The expressions proposed by Paulay,Telemachos are not safe.While Priestley proposed formula and JTG/TB 02—01—2008 give conservative result.Among the influence factors,the diameter of longitudinal steel is the most important,secondly is the specimen length and sec-tion width.And axial load ratio and mechanical transverse steel ratio of the specimens show small influence.Main influence factors of the equiva-lent plastic hinge length of high-strength reinforced concrete bridge columns mostly accord with actual level.
High strength material of reinforcement and concrete is the important orientation of engineering construction development.In order to study the equivalent plastic hinge length of high-strength reinforced concrete bridge columns,37 test results were collected,and contrastive analy-sis on the formulae which proposed by priestley,paulay,telemachos and JTG/TB 02—01—2008 were done.Influence factors which affect the e-quivalent plastic hinge length of high strength concrete bridge columns reinforced with high strength rebar through grey-correlation analysis method were analyzed.It is found that,compare to test results,all the proposed formulae show considerable scatter in estimating the plastic hinge of the columns.The expressions proposed by Paulay,Telemachos are not safe.While Priestley proposed formula and JTG/TB 02—01—2008 give conservative result.Among the influence factors,the diameter of longitudinal steel is the most important,secondly is the specimen length and sec-tion width.And axial load ratio and mechanical transverse steel ratio of the specimens show small influence.Main influence factors of the equiva-lent plastic hinge length of high-strength reinforced concrete bridge columns mostly accord with actual level.
引文
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[10]BAYRAK O.Seismic performance of rectilinearly confined high strengthconcrete columns[D].Toronto:University of Toronto,1998.
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[12]PAULAY T,PRIESTLEY M J N.Seismic design of reinforced concreteand masonry buildings[M].New York:John Wiley and Sons,1992.
[13]TELEMACHOS B P,MICHAEL N F.Deformations of ReinforcedConcrete Members at Yielding and Ultimate[J].ACI Structural Journal,2001,98(2):135-148.
[14]JTG/T B02—01—2008,公路桥梁抗震设计细则[S].中华人民共和国交通运输部,2008.
[15]司炳君,孙治国,王东升,等.高强箍筋约束高强混凝土柱抗震性能研究综述[J].土木工程学报,2009,42(4):1-9.
[16]孙治国,司炳君,王东升,等.高强箍筋高强混凝土柱抗震性能研究[J].工程力学,2010,27(5):128-136.
[17]邓聚龙.灰色系统理论教程[M].武汉:华中理工大学出版社,1992.
[2]孙治国,王东升,郭迅,等.钢筋混凝土墩柱等效塑性铰区长度研究[J].中国公路学报,2011,24(2):1-10.
[3]PRIESTLEY M J N,PARK R.Strength and ductility of concrete bridgecolumns under seismic loading[J].ACI Structural Journal,1987,84(1):61-76.
[4]沈聚敏,瓮义军,冯世平.周期反复荷载下钢筋混凝土压弯构件的性能[J].土木工程学报,1982,3(2):53-64.
[5]沈聚敏,刘竹青,翁义军.钢筋混凝土空心柱抗震性能的试验研究[J].建筑结构学报,1982,3(5):21-31.
[6]翁义军,沈聚敏,马宝民.复合箍对钢筋混凝土柱延性的改善[J].建筑结构学报,1985,6(1):41-47.
[7]BAE S,BAURAK O.Plastic hinge length of reinforced concrete columns[J].ACI Structural Journal,2008,105(3):290-300.
[8]SHEIKH S A,KHOURY S S.Confined concrete columns with stubs[J].ACI Structural Journal,1993,90(4):414-431.
[9]SHEIKH S A,SHAH D V,KHOURY S S.Confinement of high-strengthconcrete columns[J].ACI Structural Journal,1994,91(1):100-111.
[10]BAYRAK O.Seismic performance of rectilinearly confined high strengthconcrete columns[D].Toronto:University of Toronto,1998.
[11]BAE S,BAYRAK O.Seismic performance of full-scale reinforced con-crete columns[J].ACI Structural Journal,2008,105(2):123-133.
[12]PAULAY T,PRIESTLEY M J N.Seismic design of reinforced concreteand masonry buildings[M].New York:John Wiley and Sons,1992.
[13]TELEMACHOS B P,MICHAEL N F.Deformations of ReinforcedConcrete Members at Yielding and Ultimate[J].ACI Structural Journal,2001,98(2):135-148.
[14]JTG/T B02—01—2008,公路桥梁抗震设计细则[S].中华人民共和国交通运输部,2008.
[15]司炳君,孙治国,王东升,等.高强箍筋约束高强混凝土柱抗震性能研究综述[J].土木工程学报,2009,42(4):1-9.
[16]孙治国,司炳君,王东升,等.高强箍筋高强混凝土柱抗震性能研究[J].工程力学,2010,27(5):128-136.
[17]邓聚龙.灰色系统理论教程[M].武汉:华中理工大学出版社,1992.
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