钢管混凝土框架-RC剪力墙混合结构滞回性能分析
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摘要
为了研究带钢管混凝土边柱钢筋混凝土(RC)剪力墙的抗震性能,在其他研究者完成的带钢管混凝土边柱RC剪力墙和普通钢筋混凝土剪力墙滞回性能试验结果的基础上,采用开源非线性分析程序OpenSees平台中的非线性纤维模型对其进行了低周往复试验的数值模拟,通过直接在截面层次定义非线性剪切恢复力的方法来模拟纤维截面的抗剪。计算结果与实测结果总体吻合较好,研究表明:这种考虑剪切效应的纤维模型法能够较好地模拟该类组合剪力墙的抗剪承载力、捏缩效应以及刚度退化,而且运算效率较高。
In order to study the seismic performance of the reinforced concrete(RC) shear walls framed with concrete-filled steel tubular(CFST) columns,the Open System for Earthquake Engineering Simulation(OpenSees),an open-source nonlinear analysis platform,was used to simulate the performance of this type of composite shear walls under low cyclic loading with the nonlinear beam-column-fiber model.The simulation was based on the other researchers' hysteresis experiments results as regards both the common RC shear walls and the RC shear walls framed with CFST columns.The shear force of fiber sections was simulated as a sectional nonlinear shear restoring force.The calculation results are in good agreement with those from the experiments.The results show that the fiber modeling method,considering the shear effect,can predict effectively the maximum shear force,pinch effect and stiffness degradation of composite shear walls.It can also save a lot of time consuming in computation because of its high arithmetic efficiency.
In order to study the seismic performance of the reinforced concrete(RC) shear walls framed with concrete-filled steel tubular(CFST) columns,the Open System for Earthquake Engineering Simulation(OpenSees),an open-source nonlinear analysis platform,was used to simulate the performance of this type of composite shear walls under low cyclic loading with the nonlinear beam-column-fiber model.The simulation was based on the other researchers' hysteresis experiments results as regards both the common RC shear walls and the RC shear walls framed with CFST columns.The shear force of fiber sections was simulated as a sectional nonlinear shear restoring force.The calculation results are in good agreement with those from the experiments.The results show that the fiber modeling method,considering the shear effect,can predict effectively the maximum shear force,pinch effect and stiffness degradation of composite shear walls.It can also save a lot of time consuming in computation because of its high arithmetic efficiency.
引文
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[9]韩小雷,陈学伟,戴金华,等.基于OpenSees的剪力墙低周往复试验的数值分析[J].华南理工大学学报(自然科学版),2008,36(12):7-12.HAN Xiao-lei,CHEN Xue-wei,DAI Jin-hua,et al.Numerical Analysis for low-cyclic loading test of shear wallsbased on OpenSEES[J].Journal of South China University ofTechnology(Natural Science Edition),2008,36(12):7-12.
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[12]Attard M M,Setunge S.Stress-strain relationship of confinedand unconfined concrete[J].ACI Materials Journal,1996,93(5):432-442.
[13]杨亚彬,张建伟,曹万林,等.圆钢管混凝土边框剪力墙抗震性能试验研究[J].世界地震工程,2011,27(1):78-82.YANG Ya-bin,ZHANG Jian-wei,CAO Wan-lin,et al.Study on seismic performance of shear wall with concretefilled round steel tube columns[J].World EarthquakeEngineering,2011,27(1):78-82.
[14]钱稼茹,江枣,纪晓东.高轴压比钢管混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2010,31(7):40-48.QIAN Jia-ru,JIANG Zao,JI Xiao-dong.Experimental studyon seismic behavior of steel tube-reinforced concretecomposite shear walls with high axial compressive load ratio[J].Journal of Building Structures,2010,31(7):40-48.
[2]曹万林,王敏,王绍合,等.高轴压比下钢管混凝土边框组合剪力墙抗震性能试验研究[J].地震工程与工程振动,2008,28(1):85-90.CAO Wan-lin,WANG Min,WANG Shao-he,et al.Seismicbehavior research on composite shear wall with concrete filledsteel tube columns in high axial-load ratio[J].Journal ofEarthquake Engineering and Engineering Vibration,2008,28(1):85-90.
[3]王敏,曹万林,张建伟,等.不同轴压比下钢管混凝土边框组合剪力墙抗震性能研究[J].世界地震工程,2008,24(2):32-36.WANG Min,CAO Wan-lin,ZHANG Jian-wei,et al.Seismic behavior research of composite shear wall withconcrete filled steel tube columns for different axial-load ratios[J].World Earthquake Engineering,2008,24(2):32-36.
[4]韩林海,陶忠,王文达.现代组合结构和混合结构-试验、理论和方法[M].北京:科学出版社,2009.
[5]李毅,王文达,郑建忠.钢管混凝土框架-组合剪力墙结构抗震性能试验研究[J].哈尔滨工业大学学报,2012,44(增刊1):289-293.LI Yi,WANG Wen-da,ZHENG Jian-zhong,Experimentalresearch on seismic behavior of concrete-filled steel tubularframe and composite shear wall structure[J].Journal ofHarbin Institute of Technology,2012,44(Sup.1):289-293.
[6]夏汉强,刘嘉祥.矩形钢管混凝土柱带框剪力墙的应用及受力分析[J].建筑结构,2005,35(1):16-18.XIA Han-qiang,LIU Jia-xiang.Application and structuralanalysis of shear wall connected with rectangular concrete-filled steel tube columns[J].Building Structure,2005,35(1):16-18.
[7]王文达,韩林海.钢管混凝土柱-钢梁平面框架的滞回关系[J].清华大学学报(自然科学版),2009,49(12):1934-1938.WANG Wen-da,HAN Lin-hai.Hysteresis relationship inconcrete filled steel tubular columns and steel beam planarframes[J].Journal of Tsinghua University(Science andTechnology),2009,49(12):1934-1938.
[8]Zhong J X.Model-based simulation of reinforced concreteplane stress structures:Ph.D.thesis[D].University ofHouston,American,2005.
[9]韩小雷,陈学伟,戴金华,等.基于OpenSees的剪力墙低周往复试验的数值分析[J].华南理工大学学报(自然科学版),2008,36(12):7-12.HAN Xiao-lei,CHEN Xue-wei,DAI Jin-hua,et al.Numerical Analysis for low-cyclic loading test of shear wallsbased on OpenSEES[J].Journal of South China University ofTechnology(Natural Science Edition),2008,36(12):7-12.
[10]杨红,张睿,臧登科,等.纤维模型中非线性剪切效应的模拟方法及校核[J].四川大学学报(工程科学版),2011,43(1):8-16.YANG Hong,ZHANG Rui,ZANG Deng-ke,et al.Fibermodel based nonlinear shear effect modeling method and itscalibration[J].Journal of Sichuan University(EngineeringScience Edition),2011,43(1):8-16.
[11]Mazzoni S,McKenna F,Scott M H,et al.Open sees usersmanual[R].PEER,University of California,Berkeley,2009.
[12]Attard M M,Setunge S.Stress-strain relationship of confinedand unconfined concrete[J].ACI Materials Journal,1996,93(5):432-442.
[13]杨亚彬,张建伟,曹万林,等.圆钢管混凝土边框剪力墙抗震性能试验研究[J].世界地震工程,2011,27(1):78-82.YANG Ya-bin,ZHANG Jian-wei,CAO Wan-lin,et al.Study on seismic performance of shear wall with concretefilled round steel tube columns[J].World EarthquakeEngineering,2011,27(1):78-82.
[14]钱稼茹,江枣,纪晓东.高轴压比钢管混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2010,31(7):40-48.QIAN Jia-ru,JIANG Zao,JI Xiao-dong.Experimental studyon seismic behavior of steel tube-reinforced concretecomposite shear walls with high axial compressive load ratio[J].Journal of Building Structures,2010,31(7):40-48.
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