ABAQUS钢框架结构抗震仿真分析Word文档下载推荐.docx

1、Zhu Profile，Material name：steel。 Assign Section：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、AssemblyCreate Instance：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 Create Step：Step-1，Gen

2、eral，Static General，重力分析，结果作为时程分析数据；Step-2，General，Dynamic Implicit，Time period：10。5、InteractionCreate constraint：Tie，选择板、梁、柱接触点、面，绑定。6、LoadCreate Boundary Condition：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/Angular acceleratio

3、n,选择柱低端，确定；勾选A1:1（加速度单位m/s），在Amplitude中创建一个Name:ac,Type:Tabular,Time span:Toal time,复制EICentro数据到Amplitude Data，OK，Amplitude右框下拉选择刚才建好的ac加速度，OK。7、MeshSeed Part Instance；Assign Mesh Controls：Quard，Free，Advancing front；Assign Element Type：Standard，Linear，Reduced Integration，壳单元S4R；Mesh Part；最后Verify M

4、esh检查网格是否错误。8、Job Create Job；Write Input（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、VisualizationResult，Step/Frame分析步/帧，查看各时程变形情况；Tools，XY Data，Create,ODB field output，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，XY Data Manager中点击Edit，输出各层楼板位移数据到Excel中，利用Excel：

5、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

6、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：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。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，

7、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。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。该钢框架模型层间位移角：底端与一层楼板最大值为0.002

8、035，一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。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/s

9、；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。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。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，20032 马晓峰，ABAQUS6.11有限元分析从入门到精通. 北京：清华出版社，20133 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，20104徐珂.ABAQUS建筑结构分析应用.北京:中国建筑出版社出版社，2013命令流*Heading* Job name: gkjdzfz

10、fx Model name: Model-1* Generated by: Abaqus/CAE 6.13-1*Preprint, echo=NO, model=NO, history=NO, contact=NO* PARTS*Part, name=Ban*Node 1, 9., 4.5, 0. 2, 7.19999981, 4.5, 0. 3, 5.4000001, 4.5, 0. 4, 3.5999999, 4.5, 0. 5, 1.79999995, 4.5, 0. 6, 0., 4.5, 0. 7, -1.79999995, 4.5, 0. 8, -3.5999999, 4.5, 0

11、. 9, -5.4000001, 4.5, 0. 10, -7.19999981, 4.5, 0. 11, -9., 4.5, 0. 12, 9., 2.70000005, 0. 13, 7.19999981, 2.70000005, 0. 14, 5.4000001, 2.70000005, 0. 15, 3.5999999, 2.70000005, 0. 16, 1.79999995, 2.70000005, 0. 17, 0., 2.70000005, 0. 18, -1.79999995, 2.70000005, 0. 19, -3.5999999, 2.70000005, 0. 20

12、, -5.4000001, 2.70000005, 0. 21, -7.19999981, 2.70000005, 0. 22, -9., 2.70000005, 0. 23, 9., 0.899999976, 0. 24, 7.19999981, 0.899999976, 0. 25, 5.4000001, 0.899999976, 0. 26, 3.5999999, 0.899999976, 0. 27, 1.79999995, 0.899999976, 0. 28, 0., 0.899999976, 0. 29, -1.79999995, 0.899999976, 0. 30, -3.5

13、999999, 0.899999976, 0. 31, -5.4000001, 0.899999976, 0. 32, -7.19999981, 0.899999976, 0. 33, -9., 0.899999976, 0. 34, 9., -0.899999976, 0. 35, 7.19999981, -0.899999976, 0. 36, 5.4000001, -0.899999976, 0. 37, 3.5999999, -0.899999976, 0. 38, 1.79999995, -0.899999976, 0. 39, 0., -0.899999976, 0. 40, -1

14、.79999995, -0.899999976, 0. 41, -3.5999999, -0.899999976, 0. 42, -5.4000001, -0.899999976, 0. 43, -7.19999981, -0.899999976, 0. 44, -9., -0.899999976, 0. 45, 9., -2.70000005, 0. 46, 7.19999981, -2.70000005, 0. 47, 5.4000001, -2.70000005, 0. 48, 3.5999999, -2.70000005, 0. 49, 1.79999995, -2.70000005,

15、 0. 50, 0., -2.70000005, 0. 51, -1.79999995, -2.70000005, 0. 52, -3.5999999, -2.70000005, 0. 53, -5.4000001, -2.70000005, 0. 54, -7.19999981, -2.70000005, 0. 55, -9., -2.70000005, 0. 56, 9., -4.5, 0. 57, 7.19999981, -4.5, 0. 58, 5.4000001, -4.5, 0. 59, 3.5999999, -4.5, 0. 60, 1.79999995, -4.5, 0. 61

16、, 0., -4.5, 0. 62, -1.79999995, -4.5, 0. 63, -3.5999999, -4.5, 0. 64, -5.4000001, -4.5, 0. 65, -7.19999981, -4.5, 0. 66, -9., -4.5, 0.*Element, type=S4R 1, 1, 2, 13, 12 2, 2, 3, 14, 13 3, 3, 4, 15, 14 4, 4, 5, 16, 15 5, 5, 6, 17, 16 6, 6, 7, 18, 17 7, 7, 8, 19, 18 8, 8, 9, 20, 19 9, 9, 10, 21, 2010,

17、 10, 11, 22, 2111, 12, 13, 24, 2312, 13, 14, 25, 2413, 14, 15, 26, 2514, 15, 16, 27, 2615, 16, 17, 28, 2716, 17, 18, 29, 2817, 18, 19, 30, 2918, 19, 20, 31, 3019, 20, 21, 32, 3120, 21, 22, 33, 3221, 23, 24, 35, 3422, 24, 25, 36, 3523, 25, 26, 37, 3624, 26, 27, 38, 3725, 27, 28, 39, 3826, 28, 29, 40,

18、 3927, 29, 30, 41, 4028, 30, 31, 42, 4129, 31, 32, 43, 4230, 32, 33, 44, 4331, 34, 35, 46, 4532, 35, 36, 47, 4633, 36, 37, 48, 4734, 37, 38, 49, 4835, 38, 39, 50, 4936, 39, 40, 51, 5037, 40, 41, 52, 5138, 41, 42, 53, 5239, 42, 43, 54, 5340, 43, 44, 55, 5441, 45, 46, 57, 5642, 46, 47, 58, 5743, 47, 4

19、8, 59, 5844, 48, 49, 60, 5945, 49, 50, 61, 6046, 50, 51, 62, 6147, 51, 52, 63, 6248, 52, 53, 64, 6349, 53, 54, 65, 6450, 54, 55, 66, 65*Nset, nset=Set-1, generate 1, 66, 1*Elset, elset=Set-1, generate 1, 50, 1*Nset, nset=Set-4, generate*Elset, elset=Set-4, generate*Nset, nset=Set-5, generate*Elset,

20、elset=Set-5, generate* Section: Ban Section*Shell Section, elset=Set-5, material=concrete0.1, 5*End Part* *Part, name=Liang 1, -3., 4.5, 0. 2, 3., 4.5, 0. 3, 9., 4.5, 0. 4, 9., 0., 0. 5, 9., -4.5, 0. 6, 3., -4.5, 0. 7, -3., -4.5, 0. 8, -9., -4.5, 0. 9, -9., 0., 0. 10, -3., 0., 0. 11, 3., 0., 0. 12,

21、-9., 4.5, 0. 13, -2.4000001, 4.5, 0. 14, -1.79999995, 4.5, 0. 15, -1.20000005, 4.5, 0. 16, -0.600000024, 4.5, 0. 17, 0., 4.5, 0. 18, 0.600000024, 4.5, 0. 19, 1.20000005, 4.5, 0. 20, 1.79999995, 4.5, 0. 21, 2.4000001, 4.5, 0. 22, 3.5999999, 4.5, 0. 23, 4.19999981, 4.5, 0. 24, 4.80000019, 4.5, 0. 25,

22、5.4000001, 4.5, 0. 26, 6., 4.5, 0. 27, 6.5999999, 4.5, 0. 28, 7.19999981, 4.5, 0. 29, 7.80000019, 4.5, 0. 30, 8.39999962, 4.5, 0. 31, 9., 3.9375, 0. 32, 9., 3.375, 0. 33, 9., 2.8125, 0. 34, 9., 2.25, 0. 35, 9., 1.6875, 0. 36, 9., 1.125, 0. 37, 9., 0.5625, 0. 38, 9., -0.5625, 0. 39, 9., -1.125, 0. 40

23、, 9., -1.6875, 0. 41, 9., -2.25, 0. 42, 9., -2.8125, 0. 43, 9., -3.375, 0. 44, 9., -3.9375, 0. 45, 8.39999962, -4.5, 0. 46, 7.80000019, -4.5, 0. 47, 7.19999981, -4.5, 0. 48, 6.5999999, -4.5, 0. 49, 6., -4.5, 0. 50, 5.4000001, -4.5, 0. 51, 4.80000019, -4.5, 0. 52, 4.19999981, -4.5, 0. 53, 3.5999999,

24、-4.5, 0. 54, 2.4000001, -4.5, 0. 55, 1.79999995, -4.5, 0. 56, 1.20000005, -4.5, 0. 57, 0.600000024, -4.5, 0. 58, 0., -4.5, 0. 59, -0.600000024, -4.5, 0. 60, -1.20000005, -4.5, 0. 61, -1.79999995, -4.5, 0. 62, -2.4000001, -4.5, 0. 64, -4.19999981, -4.5, 0. 65, -4.80000019, -4.5, 0. 66, -5.4000001, -4

25、.5, 0. 67, -6., -4.5, 0. 68, -6.5999999, -4.5, 0. 69, -7.19999981, -4.5, 0. 70, -7.80000019, -4.5, 0. 71, -8.39999962, -4.5, 0. 72, -9., -0.5625, 0. 73, -9., -1.125, 0. 74, -9., -1.6875, 0. 75, -9., -2.25, 0. 76, -9., -2.8125, 0. 77, -9., -3.375, 0. 78, -9., -3.9375, 0. 79, -3.5999999, 0., 0. 80, -4

26、.19999981, 0., 0. 81, -4.80000019, 0., 0. 82, -5.4000001, 0., 0. 83, -6., 0., 0. 84, -6.5999999, 0., 0. 85, -7.19999981, 0., 0. 86, -7.80000019, 0., 0. 87, -8.39999962, 0., 0. 88, -3., -3.9375, 0. 89, -3., -3.375, 0. 90, -3., -2.8125, 0. 91, -3., -2.25, 0. 92, -3., -1.6875, 0. 93, -3., -1.125, 0. 94, -3., -0.5625, 0. 95, -3., 0.5625, 0. 96, -3., 1.125, 0. 97, -3., 1.6875, 0. 98, -3., 2.25, 0. 99