高性能混凝土剪力墙恢复力模型研究
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摘要
高性能混凝土剪力墙的侧向刚度较大,变形能力较差。为了增强其侧向变形能力,通常在剪力墙截面两端设置约束边缘构件。根据15个设置边缘约束构件的高性能混凝土剪力墙弯曲(弯曲剪切)破坏的试验结果,以屈服点、峰值点和极限点将此种剪力墙的力-位移骨架曲线简化为三线型模型;基于平截面假定,分别推导了屈服荷载、峰值荷载及极限荷载的表达式;公式推导中考虑了边缘约束构件的影响。根据理论分析和试验数据,建立了骨架曲线各阶段的刚度计算公式。从理论值与试验值的比较可以看出,基于平截面假定所得到的屈服荷载和峰值荷载的计算值均与试验值接近。考虑了卸载时的刚度退化,并建立了适合高性能混凝土剪力墙的恢复力模型。
High-performance concrete shear wall structure has great lateral stiffness,and poor deformation capacity.In order to increase its lateral deformation capacity,we usually set constraints in the end-zones of the cross-section.According to the test results of 15 high-performance concrete shear wall's bending(bending shear) failure,the force-displacement skeleton curve of shear wall is reduced to the three linear model by yield point,peak point and limit point.Based on the plane-section assumption,we derived the formula of yield load,peak load and limit load respectively.The formulas consider the impact of the edge constraint component.From the comparison between the theoretical value and the experimental value,both yield load and peak load values are close to the experimental values respectively.We considered the unloading stiffness degradation,and established the suitable restoring force model for high-performance concrete shear walls.
High-performance concrete shear wall structure has great lateral stiffness,and poor deformation capacity.In order to increase its lateral deformation capacity,we usually set constraints in the end-zones of the cross-section.According to the test results of 15 high-performance concrete shear wall's bending(bending shear) failure,the force-displacement skeleton curve of shear wall is reduced to the three linear model by yield point,peak point and limit point.Based on the plane-section assumption,we derived the formula of yield load,peak load and limit load respectively.The formulas consider the impact of the edge constraint component.From the comparison between the theoretical value and the experimental value,both yield load and peak load values are close to the experimental values respectively.We considered the unloading stiffness degradation,and established the suitable restoring force model for high-performance concrete shear walls.
引文
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[2]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.
[3]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.
[4]吕西林,董宇光,丁子文.截面中部配置型钢的混凝土剪力墙抗震性能研究[J].地震工程与工程振动,2006,26(6):101-107.
[5]阎石,肖潇,阚立新,等.高强钢筋高强混凝土柱恢复力模型[J].沈阳建筑大学学报,2005,21(2):81-85.
[6]张国军,吕西林,刘伯权.高强混凝土框架柱的恢复力模型研究[J].工程力学,2007,24(3):83-90.
[7]李莉,薛素铎,曹万林.高强高性能混凝土剪力墙的研究现状及展望[J].世界地震工程,2008,24(2):90-96.
[8]梁兴文,邓明科.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-87.
[9]辛力.高性能混凝土剪力墙直接基于位移的抗震设计方法研究[D].西安:西安建筑科技大学,2009.
[10]白亮.型钢高性能混凝土剪力墙抗震性能及性能设计理论研究[D].西安:西安建筑科技大学,2009.
[11]梁兴文,杨鹏辉.带端柱高强混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2010,31(1):23-32.
[12]李杰,李国强.地震工程学导论[M].北京:地震出版社,2000.
[13]钱稼茹,程丽荣.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.
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