基于ABAQUS三维梁单元的混凝土材料子程序二次开发
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摘要
ABAQUS软件缺少能良好应用于三维梁单元动力弹塑性分析的混凝土材料模型。基于Scott-Kent-Park混凝土模型二次开发了适用于梁单元的混凝土材料子程序,并对框架柱、剪力墙构件的低周反复试验及框-剪结构振动台试验进行了模拟对比分析。结果表明,开发的混凝土材料子程序应用于三维梁单元弹塑性动力分析中具有良好的精度和收敛性,是对ABAQUS中的混凝土材料模型的有效扩充,可供三维结构动力时程分析参考。
In FEM software ABAQUS,there is no concrete material model that can be well applied to the dynamic elasto-plastic analysis of three-dimensional beam element.Based on Scott-Kent-Park model,user-defined-material-subroutines for the three-dimensional beam element were developed to analyze three-dimensional reinforced concrete beam-column component.Then simulations for the horizontal cyclic loading test of RC frame column and shear wall component,and the shaking table test of frame-shear wall structure were carried out for calibrating the developed material model.The results indicate that the user-defined-material-subroutines have good accuracy and convergence,and the concrete material models of ABAQUS are effectively expanded.It provides reference to dynamic analysis of 3D structure.
In FEM software ABAQUS,there is no concrete material model that can be well applied to the dynamic elasto-plastic analysis of three-dimensional beam element.Based on Scott-Kent-Park model,user-defined-material-subroutines for the three-dimensional beam element were developed to analyze three-dimensional reinforced concrete beam-column component.Then simulations for the horizontal cyclic loading test of RC frame column and shear wall component,and the shaking table test of frame-shear wall structure were carried out for calibrating the developed material model.The results indicate that the user-defined-material-subroutines have good accuracy and convergence,and the concrete material models of ABAQUS are effectively expanded.It provides reference to dynamic analysis of 3D structure.
引文
[1]ABAQUS,Inc.ABAQUS Analysis User's Manual[M].2006.
[2]SILVIA MAZZONI,FRANK MCKENNA,MICHAEL H,et al.Open system for earthquake engineering simulationuser command-language manual[M].Pacific EarthquakeEngineering Research Center.University of California,Berkeley,2006.
[3]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.
[4]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.
[5]SCOTT B D,PARK R,PRIESTLEY M J N.Stress-strainbehavior of concrete confined by overlapping hoops at lowand high strain rates[J].ACI Journal Proceedings,1982,84(4):13-27.
[6]张国军,刘伯权,白国良.钢筋混凝土框架柱在高轴压比下的抗震性能试验[J].长安大学学报:自然科学版,2002,22(6):53-57.
[7]齐虎,孙景江,林淋.OPENSEES中纤维模型的研究[J].世界地震工程,2007,23(4):48-54.
[8]KAWASHIMA K,WATANABE G,HAYAKAWA R.Seismic performance of RC bridge columns subjected tobilateral exitation[J].Technical Memorandum of PublicWorks Research Institute,2003,39(6):193-207.
[9]李承铭,李志山,王国俭.混凝土梁柱构件基于截面纤维模型的弹塑性分析[J].建筑结构,2007,37(12):33-35.
[10]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2004,37(3):35-43.
[11]US-Japan Cooperative Research Programs.Test ofreinforced concrete structures[C]//Procs.8th WCEE,San Francisco,1984:593-721.
[12]朱亚鹏.框架-剪力墙结构非线性时程分析[D].长沙:湖南大学,2007.
[2]SILVIA MAZZONI,FRANK MCKENNA,MICHAEL H,et al.Open system for earthquake engineering simulationuser command-language manual[M].Pacific EarthquakeEngineering Research Center.University of California,Berkeley,2006.
[3]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.
[4]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.
[5]SCOTT B D,PARK R,PRIESTLEY M J N.Stress-strainbehavior of concrete confined by overlapping hoops at lowand high strain rates[J].ACI Journal Proceedings,1982,84(4):13-27.
[6]张国军,刘伯权,白国良.钢筋混凝土框架柱在高轴压比下的抗震性能试验[J].长安大学学报:自然科学版,2002,22(6):53-57.
[7]齐虎,孙景江,林淋.OPENSEES中纤维模型的研究[J].世界地震工程,2007,23(4):48-54.
[8]KAWASHIMA K,WATANABE G,HAYAKAWA R.Seismic performance of RC bridge columns subjected tobilateral exitation[J].Technical Memorandum of PublicWorks Research Institute,2003,39(6):193-207.
[9]李承铭,李志山,王国俭.混凝土梁柱构件基于截面纤维模型的弹塑性分析[J].建筑结构,2007,37(12):33-35.
[10]陈勤,钱稼茹,李耕勤.剪力墙受力性能的宏模型静力弹塑性分析[J].土木工程学报,2004,37(3):35-43.
[11]US-Japan Cooperative Research Programs.Test ofreinforced concrete structures[C]//Procs.8th WCEE,San Francisco,1984:593-721.
[12]朱亚鹏.框架-剪力墙结构非线性时程分析[D].长沙:湖南大学,2007.
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