ABAQUS钢框架结构抗震仿真分析Word文档下载推荐.docx

ABAQUS钢框架结构抗震仿真分析Word文档下载推荐.docx

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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：

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；

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；

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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