端部约束箍筋对受弯破坏RC剪力墙变形能力的影响
|
摘要
该文从机理分析、试验验证以及有限元模拟三个角度分析了端部约束箍筋对钢筋混凝土剪力墙变形能力的影响规律。混凝土应力-应变模型以及平截面假定的理论分析结论表明当原钢筋混凝土剪力墙破坏为混凝土压溃或钢筋屈曲的受弯受压破坏时,端部约束箍筋对其变形能力有积极作用;反之,如果原剪力墙破坏表现为钢筋拉坏的受弯受拉破坏,增加约束箍筋没有明显的影响。以端部箍筋为参数的剪力墙试验和有限元Vector2的分析结果均支持以上结论。提出了增加端部约束箍筋是否能影响无约束剪力墙变形能力的判定公式,公式能准确判断剪力墙破坏类型,从而判定箍筋是否对其变形能力产生影响,判断公式与试验对比结果非常符合。
The influence of confining stirrups on the deformation capacity of reinforced concrete(RC) walls was studied in respects of theoretical analysis, finite element modeling(FEM) and experimental verification. From the theoretical analysis of concrete stress-strain model and the plane section assumption, adding confining stirrups has positive impacts on the deformation capacity in cases of flexural compression failure in the form of concrete crushing or bar buckling. On the other hand, in situations of flexural tension failure, adding confining stirrups has little influence on the deformation capacity. Results from both experimental studies and the Vector2 FEM validated the above conclusions. A formula was proposed to determine whether adding confining stirrups can improve the deformation capacity of a particular wall section. Predictions from the proposed formula agree very well with test results.
The influence of confining stirrups on the deformation capacity of reinforced concrete(RC) walls was studied in respects of theoretical analysis, finite element modeling(FEM) and experimental verification. From the theoretical analysis of concrete stress-strain model and the plane section assumption, adding confining stirrups has positive impacts on the deformation capacity in cases of flexural compression failure in the form of concrete crushing or bar buckling. On the other hand, in situations of flexural tension failure, adding confining stirrups has little influence on the deformation capacity. Results from both experimental studies and the Vector2 FEM validated the above conclusions. A formula was proposed to determine whether adding confining stirrups can improve the deformation capacity of a particular wall section. Predictions from the proposed formula agree very well with test results.
引文
[1]劳晓春,韩小雷.延性RC剪力墙构件的性能指标限值[J].工程力学,2011,28(9):157―164.Lao Xiaochun,Han Xiaolei.The performance index limits for ductile RC shear wall components[J].Engineering Mechanics,2011,28(9):157―164.(in Chinese)
[2]邓明科,梁兴文,辛力.剪力墙结构基于性能抗震设计的目标层间位移确定方法[J].工程力学,2008,25(11):141―148.Deng Mingke,Liang Xingwen,Xin Li.Determination of target story drift for RC shear wall structure in performance-based seismic design[J].Engineering Mechanics,2008,25(11):141―148.(in Chinese)
[3]聂祺,李云贵,林春哲.钢筋混凝土剪力墙非线性分析单元模型[J].工程力学,2010,27(11):71―75.Nie Qi,Li Yungui,Lin Chunzhe.The performance index limits for ductile RC shear wall components[J].Engineering Mechanics,2010,27(11):71―75.(in Chinese)
[4]Paulay T,Priestley M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley&Sons,1992:473―474.
[5]JGJ 3-2010,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.JGJ 3-2010,Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[6]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[7]GB 50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[8]Su R K L,Wong S M.Seismic behaviour of slender reinforced concrete shear walls under high axial load ratio[J].Engineering Structures,2007,29(8):1957―1965.
[9]Kuang J S,Ho Y B.Seismic behaviour and ductility of squat reinforced concrete shear walls with nonseismic detailing[J].ACI Structural Journal,2008,105(2):225―231.
[10]Mander J B,Priestley M J N.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804―1826.
[11]Oh Y H,Han S W,Lee L H.Effect of boundary element details on the seismic deformation capacity of structural walls[J].Earthquake Engineering and Structural Dynamics,2002,31(8):1583―1602.
[12]Dazio A,Beyer K,Bachmann H.Quasi-static cyclic tests and plastic hinge analysis of RC structural walls[J].Engineering Structures,2009,31(7):1556―1571.
[13]章红梅,吕西林,杨雪平,等.边缘构件配箍对钢筋混凝土剪力墙抗震性能影响的研究[J].结构工程师,2008,24(5):100―104.Zhang Hongmei,LüXilin,Yang Xueping,et al.Influence of the boundary stirrup on the seismic behavior of reinforced concrete shear walls[J].Structural Engineers,2008,24(5):100―104.(in Chinese)
[14]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能影响的研究[J].地震工程与工程振动,2007,27(1):92―98.Zhang Hongmei,LüXilin,Lu Liang,et al.The influence of the boundary element on the seismic behavior of the reinforced concrete shear walls[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(1):92―98.(in Chinese)
[15]Moehle J P.Displacement-based design of RC structures subjected to earthquakes[J].Earthquake Spectra,EERI,1992,8(3):403―428.
[16]Wong P,Vecchio F J.Vec Tor2 and formworks user’s manual[M].Toronto,Canada:University of Toronto,2003:1―114.
[17]Lowes L N,Lehmana D E,Birely A C,et al.Earthquake response of slender planar concrete walls with modern detailing[J].Engineering Structures,2012,43(10):31―47.
[18]Bohl A,Adebar P.Plastic hinge lengths in high-rise concrete shear walls[J].ACI Structural Journal,2011,108(2):148―157.
[19]Wood S L.Minimum tensile reinforcement requirements in walls[J].ACI Structural Journal,1989,86(5):582―591
[20]Greifenhagen C,Lestuzzi P.Static cyclic test on lightly reinforced concrete shear walls[J].Engineering Structures,2005,27(11):1703―1712.
[21]Cardenas A E,Hanson J M,Corley W G,Hognestad E.Design provisions for shear walls[J].ACI Journal Proceeding,1973,70(3):221―230.
[22]Elnady M.Seismic rehabilitation of RC structural walls[D].Montreal:Mc Master University,2008.
[23]邓开来,潘鹏,石苑苑,苗启松,李文峰,王涛.老旧住宅中低配筋剪力墙抗震性能试验研究[J].土木工程学报,2012,45(增刊1):213―217.Deng Kailai,Pan Peng,Shi Yuanyuan,Miao Qisong,Li Wenfeng,Wang Tao.Quasi-static test of reinforced concrete shear wall with low concrete strength and reinforcement ratio[J].China Civil Engineering Journal,2012,45(Suppl 1):213―217.(in Chinese)
[2]邓明科,梁兴文,辛力.剪力墙结构基于性能抗震设计的目标层间位移确定方法[J].工程力学,2008,25(11):141―148.Deng Mingke,Liang Xingwen,Xin Li.Determination of target story drift for RC shear wall structure in performance-based seismic design[J].Engineering Mechanics,2008,25(11):141―148.(in Chinese)
[3]聂祺,李云贵,林春哲.钢筋混凝土剪力墙非线性分析单元模型[J].工程力学,2010,27(11):71―75.Nie Qi,Li Yungui,Lin Chunzhe.The performance index limits for ductile RC shear wall components[J].Engineering Mechanics,2010,27(11):71―75.(in Chinese)
[4]Paulay T,Priestley M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley&Sons,1992:473―474.
[5]JGJ 3-2010,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.JGJ 3-2010,Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[6]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[7]GB 50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[8]Su R K L,Wong S M.Seismic behaviour of slender reinforced concrete shear walls under high axial load ratio[J].Engineering Structures,2007,29(8):1957―1965.
[9]Kuang J S,Ho Y B.Seismic behaviour and ductility of squat reinforced concrete shear walls with nonseismic detailing[J].ACI Structural Journal,2008,105(2):225―231.
[10]Mander J B,Priestley M J N.Theoretical stress-strain model for confined concrete[J].Journal of Structural Engineering,1988,114(8):1804―1826.
[11]Oh Y H,Han S W,Lee L H.Effect of boundary element details on the seismic deformation capacity of structural walls[J].Earthquake Engineering and Structural Dynamics,2002,31(8):1583―1602.
[12]Dazio A,Beyer K,Bachmann H.Quasi-static cyclic tests and plastic hinge analysis of RC structural walls[J].Engineering Structures,2009,31(7):1556―1571.
[13]章红梅,吕西林,杨雪平,等.边缘构件配箍对钢筋混凝土剪力墙抗震性能影响的研究[J].结构工程师,2008,24(5):100―104.Zhang Hongmei,LüXilin,Yang Xueping,et al.Influence of the boundary stirrup on the seismic behavior of reinforced concrete shear walls[J].Structural Engineers,2008,24(5):100―104.(in Chinese)
[14]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能影响的研究[J].地震工程与工程振动,2007,27(1):92―98.Zhang Hongmei,LüXilin,Lu Liang,et al.The influence of the boundary element on the seismic behavior of the reinforced concrete shear walls[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(1):92―98.(in Chinese)
[15]Moehle J P.Displacement-based design of RC structures subjected to earthquakes[J].Earthquake Spectra,EERI,1992,8(3):403―428.
[16]Wong P,Vecchio F J.Vec Tor2 and formworks user’s manual[M].Toronto,Canada:University of Toronto,2003:1―114.
[17]Lowes L N,Lehmana D E,Birely A C,et al.Earthquake response of slender planar concrete walls with modern detailing[J].Engineering Structures,2012,43(10):31―47.
[18]Bohl A,Adebar P.Plastic hinge lengths in high-rise concrete shear walls[J].ACI Structural Journal,2011,108(2):148―157.
[19]Wood S L.Minimum tensile reinforcement requirements in walls[J].ACI Structural Journal,1989,86(5):582―591
[20]Greifenhagen C,Lestuzzi P.Static cyclic test on lightly reinforced concrete shear walls[J].Engineering Structures,2005,27(11):1703―1712.
[21]Cardenas A E,Hanson J M,Corley W G,Hognestad E.Design provisions for shear walls[J].ACI Journal Proceeding,1973,70(3):221―230.
[22]Elnady M.Seismic rehabilitation of RC structural walls[D].Montreal:Mc Master University,2008.
[23]邓开来,潘鹏,石苑苑,苗启松,李文峰,王涛.老旧住宅中低配筋剪力墙抗震性能试验研究[J].土木工程学报,2012,45(增刊1):213―217.Deng Kailai,Pan Peng,Shi Yuanyuan,Miao Qisong,Li Wenfeng,Wang Tao.Quasi-static test of reinforced concrete shear wall with low concrete strength and reinforcement ratio[J].China Civil Engineering Journal,2012,45(Suppl 1):213―217.(in Chinese)
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心