传统风格建筑方形SRC-圆形RC变截面组合柱抗震性能试验研究
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摘要
为研究传统风格建筑方形型钢混凝土(SRC)-圆形钢筋混凝土(RC)变截面组合柱的抗震性能,对2个足尺传统风格建筑变截面组合柱进行了低周反复加载试验,得到了试件的破坏形态、滞回特性、刚度和强度退化、延性及耗能性能。研究表明:传统风格建筑方形SRC-圆形RC变截面组合柱的破坏主要是由变截面处上柱型钢和钢筋屈服及混凝土压碎剥落造成的;试件滞回曲线饱满,刚度和强度退化小;破坏时,试件的位移延性系数介于3.18~3.76之间,等效黏滞阻尼系数介于0.289~0.338之间,具有良好的变形和耗能性能。在试验基础上,利用ABAQUS建立试件三维模型,进行了混凝土强度、轴压比、型钢屈服强度、上下柱线刚度等参数对其抗震性能影响的参数分析。试验及分析结果表明:随混凝土强度、型钢屈服强度增大,试件的水平承载力增大,但其延性降低;增大轴压比,试件的水平承载力降低,延性系数减小;而随上、下柱线刚度比增大,试件的水平承载力和延性增大。
In order to investigate the seismic performances of composite columns with steel reinforced concrete( SRC)square section and reinforced concrete( RC) circular section in traditional style buildings,two specimens of composite columns with variable section in full scale were tested under low-cyclic reversed loading. The failure modes,hysteretic performance,degradations of rigidity and strength,ductility and dissipation capacity of the specimens were obtained. It is shown that the failure of composite columns with SRC square section and RC circular section is mainly caused by yielding of steel and reinforcement and concrete spalling of upper column at the variable section. The hysteretic loops of the columns are in plump-shape. As the columns failed,the ductility factor of the story drift is between 3. 18 and 3. 76,and the equivalent viscous damping coefficient is about 0. 289 to 0. 338,showing excellent capacities of deformation and energy dissipation. Based on the experimental research,the finite element program ABAQUS was used to establish 3 D model. The concrete strength,axial compression ratio,yield strength of steel and stiffness ratio of upper to lower column were considered as analysis parameters. The experiment and numerical simulation results show that the horizontal bearing capacity increases with the increment of concrete strength and yield strength of steel,but the ductility of the columns decreases. The horizontal bearing capacity and ductility of the columns decrease as axial compression ratio increases.However,the horizontal bearing capacity and ductility of the columns may be improved with the increment of stiffness ratio of upper to lower column.
In order to investigate the seismic performances of composite columns with steel reinforced concrete( SRC)square section and reinforced concrete( RC) circular section in traditional style buildings,two specimens of composite columns with variable section in full scale were tested under low-cyclic reversed loading. The failure modes,hysteretic performance,degradations of rigidity and strength,ductility and dissipation capacity of the specimens were obtained. It is shown that the failure of composite columns with SRC square section and RC circular section is mainly caused by yielding of steel and reinforcement and concrete spalling of upper column at the variable section. The hysteretic loops of the columns are in plump-shape. As the columns failed,the ductility factor of the story drift is between 3. 18 and 3. 76,and the equivalent viscous damping coefficient is about 0. 289 to 0. 338,showing excellent capacities of deformation and energy dissipation. Based on the experimental research,the finite element program ABAQUS was used to establish 3 D model. The concrete strength,axial compression ratio,yield strength of steel and stiffness ratio of upper to lower column were considered as analysis parameters. The experiment and numerical simulation results show that the horizontal bearing capacity increases with the increment of concrete strength and yield strength of steel,but the ductility of the columns decreases. The horizontal bearing capacity and ductility of the columns decrease as axial compression ratio increases.However,the horizontal bearing capacity and ductility of the columns may be improved with the increment of stiffness ratio of upper to lower column.
引文
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[4]伍凯.低周反复荷载下SRC-RC转换柱基本受力行为与抗震性能研究[D].西安:西安建筑科技大学,2010(Wu Kai.Study on basic mechanical behavior and seismic performance of SRC-RC transfer columns[D].Xi'an:Xi'an University of Architecture and Technology,2010(in Chinese))
[5]Grace N F,Abdel Sayed G.Behavior of externally draped CFRP tendons in prestressed concrete bridges[J].Pci Journal,1998,43(5):88-101
[6]Nabil F G,Frederick C N,Rechard B N,et al.Designconstruction of bridge street bridge-first CFRP bridge in the United States[J].Pci Journal,2002,47(5):20-35
[7]薛建阳,翟磊,高卫欣,等.仿古建筑矩形与圆形钢管柱连接抗震性能试验研究[J].建筑结构学报,2016,37(2):81-91(Xue Jianyang,Zhai Lei,Gao Weixin,et al.Experimental study on seismic performance of connections between rectangular steel pipe column and circular steel pipe column in imitated ancient building[J].Journal of Building Structures,2016,37(2):81-91(in Chinese))
[8]JGJ/T 101—2015建筑抗震试验规程[S].北京:中国建筑工业出版社,2015(JGJ/T 101—2015 Specification for seismic test of buildings[S].Beijing:China Architecture&Building Press,2015(in Chinese))
[9]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011(GB 50010—2010 Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2011(in Chinese))
[10]陈宗平.型钢混凝土异形柱的基本力学行为及抗震性能研究[D].西安:西安建筑科技大学,2009(Chen Zongping.Study on basic mechanical behavior and seismic performance of steel reinforced concrete special-shaped columns[D].Xi'an:Xi'an University of Architecture and Technology,2009(in Chinese))
[11]陈肇元.高强与高性能混凝土的发展及应用[J].土木工程学报,1997,30(5):3-11(Chen Zhaoyuan.Development and application of high strength and high performance concrete[J].Civil Engineering Journal,1997,30(5):3-11(in Chinese))