ABAQUS钢框架结构抗震仿真分析报告.docx
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ABAQUS钢框架结构抗震仿真分析报告
一、引言
时程分析法是对结构动力方程直接进行逐步积分求解的一种动力分析方法。
时程分析法将地震波按时段进行数值化后,输入结构体系的振动微分方程,采用直接积分法计算出结构在整个强震时域中的振动状态全过程,给出各个时刻各个杆件的内力和变形。
现已成为多数国家抗震设计规范或规程的分析方法之一。
二、有限元软件ABAQUS简介
ABAQUS是美国ABAQUS公司(原名HKS公司.即Hibbitt,Karlsson&Sorensen,INC.2005年被法国达索公司收购,2007年公司更名为SIMULIA)。
ABAQUS已成为国际上最先进的大型通用有限元力学分析软件之一。
ABAQUS是一套功能强大的进行工程模拟的有限元软件。
其解决问题的范围从相对简单的线性分析到许多复杂的非线性问题。
ABAQUS拥有CAE工业领域最为广泛的材料模型,它可以模拟绝大部分工程材料的线形和非线形行为,可以进行结构的静态和动态分析,如应力、变形、振动、热传导以及对流等。
也可以模拟广泛的材料性能,如金属、橡胶、塑料、弹性泡沫等,而且任何一种材料都可以和任何一种单元或复合材料的层一起用于任何合适的分析类型。
三、模型建立与求解
1、Part
CreatePart:
Name:
Ban,3D,Deformable,Shell,Planar,输入坐标创建一个18X9m的壳部件,作为混凝土楼板部件;
CreatePart:
Name:
Zhu,3D,Deformable,Wire,Planar,输入坐标创建一个长3m线部件,作为柱部件;
CreatePart:
Name:
Liang,3D,Deformable,Wire,Planar,输入坐标创建一个长6X3m,宽4.5X2m的线网部件,作为梁网部件;
2、Section
CreateMaterial:
Name:
steel,General,Density7800;Mechanical,Elasticity,Young’sModulus2.1e11,Poisson’Ratio0.3;
CreateMaterial:
Name:
concrete,General,Density2500;Mechanical,Elasticity,Young’sModulus3e10,Poisson’Ratio0.3。
CreateProfile:
分别创建梁剖面LiangProfile和柱剖面ZhuProfile为0.3X0.3m,厚0.1m和0.6X0.6m,厚0.1m。
CreateSection:
板截面:
Name:
BanSection,Shell,Homogeneous,ShellThicknessValue:
0.1,Material:
concrete;梁截面:
Name:
LiangSection,Profilename:
LiangProfile,Materialname:
steel;柱截面:
Name:
ZhuSection,Profilename:
ZhuProfile,Materialname:
steel。
AssignSection:
分别把创建好的板、梁和柱截面指派到板、梁、柱部件上,梁和柱截面指派时同时指派部件方向。
3、Assembly
CreateInstance:
选择板、梁、柱部件,用Dependent方式生成实体;将柱子旋转,使其与板和梁平面垂直;阵列柱子4X3=12根,将12根柱子分别移到梁网交点处,完成一层框架的构造;将构造好的一层框架阵列成3X2=6个框架层(阵列时,注意各个框架层间的距离应该稍大,这样利于平移框架),平移各层框架层,完成6层框架模型的构造。
4、Step
CreateStep:
Step-1,General,StaticGeneral,重力分析,结果作为时程分析数据;Step-2,General,DynamicImplicit,Timeperiod:
10。
5、Interaction
Createconstraint:
Tie,选择板、梁、柱接触点、面,绑定。
6、Load
CreateBoundaryCondition:
Name:
BC-1,Step:
Step-2,Mechanical,Displacement/Rotation,选择柱低端,约束住柱低端除X方向外的5个自由度;
CreateBoundaryCondition:
Name:
BC-2,Step:
Step-2,Mechanical,Acceleration/Angularacceleration,选择柱低端,确定;勾选A1:
1(加速度单位m/s²),在Amplitude中创建一个Name:
ac,Type:
Tabular,Timespan:
Toaltime,复制EICentro数据到AmplitudeData,OK,Amplitude右框下拉选择刚才建好的ac加速度,OK。
7、Mesh
SeedPartInstance;AssignMeshControls:
Quard,Free,Advancingfront;AssignElementType:
Standard,Linear,ReducedIntegration,壳单元S4R;MeshPart;最后VerifyMesh检查网格是否错误。
8、Job
CreateJob;WriteInput(输出inp文件),Submit;打开Monitor观察是否有错误、警报;点击Result进入可视化窗口Visualization。
9、Visualization
Result,Step/Frame分析步/帧,查看各时程变形情况;Tools,XYData,Create,ODBfieldoutput,plot顶层楼板位移时程曲线,各层楼板加速度时程曲线,各层楼板位移曲线。
10、数据后处理
在Visualization,XYDataManager中点击Edit,输出各层楼板位移数据到Excel中,利用Excel:
相邻两层的位移作差后得到层间相对位移,画出以Time为横轴、层间相对位移为纵轴画出各层层间位移时程曲线;然后层间相对位移除以层高得到层间位移角,画出以Time为横轴、层间位移角为纵轴画出各层层间位移角时程曲线。
四、结果展示
钢框架内力云图1
钢框架内力云图2
钢框架内力云图3
顶层楼板位移时程曲线
底端加速度时程曲线
一层楼板加速度时程曲线
二层楼板加速度时程曲线
三层楼板加速度时程曲线
四层楼板加速度时程曲线
五层楼板加速度时程曲线
顶层楼板加速度时程曲线
底端与一层楼板层间位移
一层与二层楼板层间位移
二层与三层楼板层间位移
三层与四层楼板层间位移
四层与五层楼板层间位移
五层与顶层楼板层间位移
底端与一层楼板层间位移角
一层与二层楼板层间位移角
二层与三层楼板层间位移角
三层与四层楼板层间位移角
四层与五层楼板层间位移角
五层与六层楼板层间位移角
五、总结与分析
通过分析数据:
①该钢框架模型顶层楼板最大位移发生在9.904615s时,值为0.521279;根据《钢结构设计规范》:
多层框架结构柱顶位移H/500,对于该模型为18m/500=0.036m,顶层楼板最大位移超出规范要求。
②该钢框架模型最大加速度:
底端发生在2.13928s,值为3.40922,一层楼板发生在4.53904s,值为7.02656,二层楼板发生在2.64224s,值为7.58957,三层楼板发生在3.22835s,值为8.61059,四层楼板发生在4.78149s,值为11.1651,五层楼板发生在4.78149s,值为12.4091,顶层楼板发生在4.53904,值为13.9828。
③该钢框架模型层间位移:
底端与一层楼板最大值为0.006104,一层与二层楼板最大值为0.025158,二层与三层楼板最大值为0.016052,三层与四层楼板最大值为0.021461,四层与五层楼板最大值为0.012741,五层与六层楼板最大值为0.016035;根据《钢结构设计规范》:
多层框架结构层间位移限值h/400,对于该模型为3m/400=0.0.0075m,最大层间位移超出规范要求。
④该钢框架模型层间位移角:
底端与一层楼板最大值为0.002035,一层与二层楼板最大值为0.008386,二层与三层楼板最大值为0.005356,三层与四层楼板最大值为0.007154,四层与五层楼板最大值为0.004247,五层与六层楼板最大值为0.005345;根据《建筑抗震设计规范》GB50011-2010第5.5.1条规定:
“地震作用下,多、高层钢结构弹性层间位移角限值为1/250”,最大层间位移角超出规范要求。
⑤由以上分析,顶层楼板位移、层间位移、层间位移角均超出规范要求,作者对此结果进行了简单分析,造成此结果可能原因有:
没有对时程地震波EICentro波进行系数调整,以满足抗震规范;超过加速度时程的加速度没有按规范将其最大值调整为0.35m/s²;对于输入的地震加速度时程曲线没有满足抗震规范,要满足地震动三要素:
频谱特性、有效峰值和持续时间要符合规定的要求。
⑥对于此钢框架结构,其抗侧刚度不足,应通过增加柱截面、梁高和梁宽等措施提高结构抗侧刚度。
⑦以上分析可能不够准确,望读者批评指出。
参考文献
[1]王勖成,有限单元法.北京:
清华大学出版社,2003
[2]马晓峰,ABAQUS6.11有限元分析从入门到精通.北京:
清华出版社,2013
[3]曹金凤等,ABAQUS有限元分析常见问题与解答.北京:
机械工业出版社,2010
[4]徐珂.ABAQUS建筑结构分析应用.北京:
中国建筑出版社出版社,2013
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