考虑边缘约束构件影响的高强混凝土剪力墙弯矩-曲率骨架曲线参数研究
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摘要
为了提高高强混凝土剪力墙的侧向变形能力,通常在剪力墙截面两端设置约束边缘构件。根据15个设置约束边缘构件高强混凝土剪力墙弯曲(弯曲剪切)破坏的试验结果,以开裂点、屈服点、峰值点和极限点将这种剪力墙截面的弯矩-曲率骨架曲线简化为4线型;基于平截面假定,分别推导了开裂、屈服、峰值以及极限点的弯矩和曲率表达式,同时考虑了边缘约束构件对峰值、极限点的弯矩-曲率的影响。分析结果表明,弯矩-曲率的计算值均与试验值吻合较好。
In order to improve the lateral deformation capacity of the high strength concrete shear wall,partially confined end-zones are usually set in the both ends of the shear wall cross-section.According to the experimental results of 15 high strength concrete shear walls flexural(flexural-shear) failure,the moment-curvature skeleton curve of the shear wall cross-section is simplified as four lines by cracking point,yield point,peak point and ultimate point.Based on the plane-section assumption,the expressions of bending moment and curvature for the cracking,yielding,the peak and the ultimate state are derived.The effects of partially confined end-zones on peak point,the ultimate moment and curvature are also taken into account.The analysis results show that,the calculated values are in good consistent with the experimental data.
In order to improve the lateral deformation capacity of the high strength concrete shear wall,partially confined end-zones are usually set in the both ends of the shear wall cross-section.According to the experimental results of 15 high strength concrete shear walls flexural(flexural-shear) failure,the moment-curvature skeleton curve of the shear wall cross-section is simplified as four lines by cracking point,yield point,peak point and ultimate point.Based on the plane-section assumption,the expressions of bending moment and curvature for the cracking,yielding,the peak and the ultimate state are derived.The effects of partially confined end-zones on peak point,the ultimate moment and curvature are also taken into account.The analysis results show that,the calculated values are in good consistent with the experimental data.
引文
[1]GB 50010—2002混凝土结构设计规范[S].
[2]GB 50011—2001建筑抗震设计规范[S].
[3]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[4]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[5]张令心,杨桦,江近仁.剪力墙的剪切滞变模型[J].世界地震工程,1999,15(2):9-16.
[6]Mazars J,Kotronis Pand Davenne L.A new modelingstrategy for the behaviour of shear walls under dynamicloading[J].Earthquake Engineering and StructuralDynamics,2002,31(9):937-954.
[7]Edward Thomson,Julio Florez-lopez.Asimplified damagemodel for shear dominated reinforced concrete walls underlateral forces[C]∥13th World Conference onEarthquake Engineering.Vancouver,Canada:CanadianAssociation for Earthquake Engineering,2004.
[8]李国强,崔大光.钢骨混凝土梁柱框支剪力墙试验与恢复力模型研究[J].建筑结构学报,2008,29(4):73-80.
[9]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报,2002,42(10):1369-1373.
[10]Thomsen J H,Wallace J.Displacement-based design ofslender reinforced concrete walls——Experimentalverification[J].Journal of Structural Engineering,2004,130(4):618-630.
[2]GB 50011—2001建筑抗震设计规范[S].
[3]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[4]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[5]张令心,杨桦,江近仁.剪力墙的剪切滞变模型[J].世界地震工程,1999,15(2):9-16.
[6]Mazars J,Kotronis Pand Davenne L.A new modelingstrategy for the behaviour of shear walls under dynamicloading[J].Earthquake Engineering and StructuralDynamics,2002,31(9):937-954.
[7]Edward Thomson,Julio Florez-lopez.Asimplified damagemodel for shear dominated reinforced concrete walls underlateral forces[C]∥13th World Conference onEarthquake Engineering.Vancouver,Canada:CanadianAssociation for Earthquake Engineering,2004.
[8]李国强,崔大光.钢骨混凝土梁柱框支剪力墙试验与恢复力模型研究[J].建筑结构学报,2008,29(4):73-80.
[9]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报,2002,42(10):1369-1373.
[10]Thomsen J H,Wallace J.Displacement-based design ofslender reinforced concrete walls——Experimentalverification[J].Journal of Structural Engineering,2004,130(4):618-630.
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