Tutorial for Ansys

1

1．ANSYS SOLID65环向布置钢筋的例子 ................................................. 3

2.混凝土非线性计算实例（1）- MISO单压 ................................................ 4

3.混凝土非线性计算实例（2）- MISO约束压 .............................................. 6

4.混凝土非线性计算实例（3）- KINH滞回 ................................................ 8

5.混凝土非线性计算实例（4）- KINH压-拉裂 ............................................. 9

6.混凝土非线性计算实例（5） ........................................................ 11

7.混凝土非线性计算实例（6） ........................................................ 12

8.混凝土非线性计算实例（7）- MISO滞回 ............................................... 14

9.混凝土非线性计算实例（8） ........................................................ 16

10.混凝土非线性计算实例（9）-梁平面应力 .............................................. 17

11.四层弹簧－质点模型的地震分析 ..................................................... 19

12.悬臂梁地震分析 ................................................................. 43

13.用 beam 54单元描述变截面梁的例子 ................................................ 66

14.变截面梁实例 .................................................................. 67

15.拱桥浇筑过程分析-单元生死应用实例 ................................................. 68

16.简支梁实体与预应力钢筋分析实例 ................................................... 70

17. 简单的二维焊接分析－单元生死实例 ................................................. 71

18.隧道开挖（三维）的命令流 ........................................................ 78

19.岩土接触分析实例 ............................................................... 94

20.钢筋混凝土管的动力响应特性分析实例 ............................................... 102

21.隧道模拟开挖命令流（入门） ...................................................... 108

22.螺栓连接的模拟实现问题 ......................................................... 111

23.道路的基层、垫层模量与应力之间的关系 ............................................. 120

23.滞回分析 ..................................................................... 140

24.模拟某楼层浇注 ................................................................ 142

25.在面上施加移动的面力 ........................................................... 145

27.在任意面施加任意方向任意变化的压力 ............................................... 148

28.预紧分析 ..................................................................... 149

29.几何非线性+塑性+接触+蠕变 ...................................................... 151

30.埋设在地下的排水管道 ........................................................... 156

32.幕墙企业玻璃简化计算 ........................................................... 160

33.等截面杆单元生死应用实例 ....................................................... 175

34.梁板建模联系 ................................................................. 177

36.简单的例子－如何对结构的振动控制分析 ............................................. 180

37.模态分析结果的输出实例 ......................................................... 182

38.火车过桥动态加载实例（部分） .................................................... 184

39.悬索结构的找形和计算的例题 ...................................................... 200

40.陶瓷杆撞击铝板的例子 ........................................................... 204

41.求反作用力的 APDL命令法 ....................................................... 207

42.LS-DYNA实例（部分） .......................................................... 208

43.路面分层填筑对路基的影响 ....................................................... 209

44.一个例子（含地震影响，求振兴与频率） ............................................. 214

45.接触面上的压力总和 ............................................................ 217

46.施加位置函数荷载 .............................................................. 221

47.非线性分析考虑刚度退化 ......................................................... 222

48.一个圆形水池的静力分析 ......................................................... 222

2

49.ANSYS中混凝土模式预应力模拟的算例 ............................................... 224

50.悬臂梁受重力作用发生大变形求其固有频率 ............................................ 225

51.循环对称结构模态分析 ........................................................... 227

52.三角平台受谐波载荷作用的结构响应 ................................................. 229

53.三角平台受一地震谱激励的应力分布和支反力 .......................................... 231

54.三角平台受时程载荷作用的应力分布和变形过程 ........................................ 233

55.经典层合板理论 ................................................................ 235

56．定易圆轨迹的例子 ............................................................. 241

57．模拟门式刚架施工－单元生死 ..................................................... 242

58．钢筋混凝土整体式模型例子 ....................................................... 244

59．在荷载步之间改变材料属性例子 ................................................... 246

60．含预应力的特征值屈曲计算 ....................................................... 247

61．振型叠加计算及工况组合例子 ..................................................... 248

62．柱子稳定分析算（预应力，特征值屈曲，初始缺陷） .................................... 251

63． module MConcrete !混凝土模板 ............................................... 254

64.混凝土开裂实例 ................................................................ 262

65．螺栓网格划分 ................................................................. 263

66．自由液面的土石坝平面渗流分析 ................................................... 264

67．导出刚度矩阵 ................................................................. 268

68．某混凝土拱坝工程施工期及运行期温度场仿真分析 ...................................... 268

69．移动温度荷载计算 ............................................................. 274

70．SHSD用于壳-实体装配实例 An .................................................... 277

71．ansys显示－隐式－回弹分析实例 ................................................. 281

72．工况组合的经典例子 ............................................................ 295

3

1．ANSYS SOLID65环向布置钢筋的例子

! 一个管道，环向配筋率为 1%，纵向配筋率为 0.5%，径向配筋率为 0.1%

!

FINISH

/CLEAR

/PREP7

!*

! 单元属性

ET,1,SOLID65

!*

KEYOPT,1,1,0

KEYOPT,1,5,0

KEYOPT,1,6,0

KEYOPT,1,7,1

!*

!实参数 1：不同方向配筋

R,1,2,.001, , ,2, .01,

RMORE, 90, ,2,.005 ,90 ,90 ,

!Adds real constants to a set.

!材料属性

!混凝土基本材料属性

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,EX,1,,30E2

MPDATA,PRXY,1,,.2

!屈服准则

TB,MISO,1,1,5,

TBTEMP,0

TBPT,,0.0005,15

TBPT,,0.001,21

TBPT,,0.0015,24

TBPT,,0.002,27

TBPT,,0.003,24

!破坏准则

TB,CONC,1,1,9,

TBTEMP,0

TBDATA,,.5,.9,3,30,,

!抗拉和抗压是 10 倍的关系

TBDATA,,,,1,,,

MPTEMP,,,,,,,,

MPTEMP,1,0

!钢材基本属性

MPDATA,EX,2,,200E3

4

MPDATA,PRXY,2,,.27

!屈服准则

TB,BISO,2,1,2,

TBTEMP,0

TBDATA,,310,2E3,,,,

! 管道内径和外径

CYL4,0,0,3000, , , ,10000

CYL4,0,0,2000, , , ,10000

VSBV, 1, 2

! 定义局部柱坐标

CSWPLA,11,1,1,1,

! Defines a local coordinate system at the origin of the working plane.

KWPAVE, 11

!move to keypoint11

WPRO,,-90.000000,

VSBW, 3

WPCSYS,-1,0

!Defines the working plane location based on a coordinate system.

KWPAVE, 1

WPRO,,,-90.000000

VSBW,ALL

ESIZE,500,0,

! 注意：设定单元局部坐标

VATT, 1, 1, 1, 11

!*

VSWEEP,ALL

/DEVICE,VECTOR,1

/ESHAPE,1.0

!Displays elements with shapes determined from the real constants or section

/REPLO

! 注意：红色代表大配筋方向，绿色代表其次，蓝色表示小配筋方向

2.混凝土非线性计算实例（1）- MISO单压

!MISO单压

FINISH

/CLEAR

5

/PREP7

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,MISO,1,1,15

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3800E-6,12.3

TBPT,,4600E-6,9.9

!TB,MKIN,1

!TBTEMP,,STRAIN

!TBDATA,,600E-6,1100E-6,1600E-6,3000E-6,4500E-6

!TBTEMP,0

!TBDATA,,15,21.5,23,16,9

BLOCK,0,50,0,50,0,50

MSHAPE,0,3D

MSHKEY,1

ESIZE,10

VMESH,ALL

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

6

/SOLU

ANTYPE,STATIC

AUTOTS,OFF

OUTRES,ALL,1

TIME,50

NSUBST,50

D,1,UY,-.25

NSEL,ALL

SOLVE

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

3.混凝土非线性计算实例（2）- MISO约束压

!MISO约束压

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,MISO,1,1,15

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

7

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3800E-6,12.3

TBPT,,4600E-6,9.9

!TB,MKIN,1

!TBTEMP,,STRAIN

!TBDATA,,600E-6,1100E-6,1600E-6,3000E-6,4500E-6

!TBTEMP,0

!TBDATA,,15,21.5,23,16,9

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

D,ALL,UX,0

D,ALL,UZ,0

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,1

TIME,20

NSUBST,20,0,20

D,1,UY,-.04

LSWRITE,1

TIME,30

NSUBST,20,0,20

D,1,UY,-.06

LSWRITE,2

TIME,40

NSUBST,100

D,1,UY,-.1

LSWRITE,3

LSSOLVE,1,3

FINISH

8

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

4.混凝土非线性计算实例（3）- KINH滞回

!KINH滞回

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,KINH,1,1,10

TBPT,, 150E-6, 4.5

TBPT,, 600E-6,14.8

TBPT,,1000E-6,20.25

TBPT,,1300E-6,22.3

TBPT,,1480E-6,22.8

TBPT,,1620E-6,22.8

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,3500E-6,12.8

TBPT,,5000E-6, 9.0

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

9

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,ALL

TIME,20

NSUBST,20,0,20

D,1,UY,-.04

LSWRITE,1

TIME,35

NSUBST,15,0,15

D,1,UY,-.01

LSWRITE,2

TIME,90

NSUBST,55,0,55

D,1,UY,-.12

LSWRITE,3

TIME,125

NSUBST,35,0,35

D,1,UY,-.05

LSWRITE,4

TIME,175

NSUBST,50,0,50

D,1,UY,-.15

LSWRITE,5

LSSOLVE,1,5

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

5.混凝土非线性计算实例（4）- KINH压-拉裂

!KINH压——拉裂压到峰值，泄载、反向加载到拉裂

FINISH

10

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,KINH,1,1,10

TBPT,, 150E-6, 4.5

TBPT,, 600E-6,14.8

TBPT,,1000E-6,20.25

TBPT,,1300E-6,22.3

TBPT,,1480E-6,22.8

TBPT,,1620E-6,22.8

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,3500E-6,12.8

TBPT,,5000E-6, 9.0

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,ALL

TIME,20

NSUBST,20,0,20

D,1,UY,-.04

LSWRITE,1

TIME,45

NSUBST,25,0,25

D,1,UY,.01

11

LSWRITE,2

LSSOLVE,1,2

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

6.混凝土非线性计算实例（5）

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,KINH,1,1,18

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2400E-6,19.1

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3600E-6,13.0

12

TBPT,,4100E-6,11.3

TBPT,,4600E-6,9.9

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,ALL

TIME,50

NSUBST,50,0,50

D,1,UY,-.25

SOLVE

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH


!MISO约束压

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

13

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,KINH,1,1,15

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3800E-6,12.3

TBPT,,4600E-6,9.9

!TB,MKIN,1

!TBTEMP,,STRAIN

!TBDATA,,600E-6,1100E-6,1600E-6,3000E-6,4500E-6

!TBTEMP,0

!TBDATA,,15,21.5,23,16,9

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

D,ALL,UX,0

D,ALL,UZ,0

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,1

14

TIME,20

NSUBST,20,0,20

D,1,UY,-.04

LSWRITE,1

TIME,30

NSUBST,20,0,20

D,1,UY,-.06

LSWRITE,2

TIME,40

NSUBST,100

D,1,UY,-.1

LSWRITE,3

LSSOLVE,1,3

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

8.混凝土非线性计算实例（7）- MISO滞回

!MISO滞回

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,MISO,1,1,15

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

15

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3800E-6,12.3

TBPT,,4600E-6,9.9

BLOCK,0,50,0,50,0,50

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,ALL

TIME,20

NSUBST,20,0,20

D,1,UY,-.04

LSWRITE,1

TIME,35

NSUBST,15,0,15

D,1,UY,-.01

LSWRITE,2

TIME,60

NSUBST,25,0,25

D,1,UY,-.06

LSWRITE,3

TIME,80

NSUBST,20,0,20

D,1,UY,-.02

LSWRITE,4

TIME,110

NSUBST,30,0,30

D,1,UY,-.08

16

LSWRITE,5

LSSOLVE,1,5

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH


!MISO单压

FINISH

/CLEAR

/PREP7

ANTYPE,STATIC

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

TB,MISO,1,1,10

TBPT,, 150E-6, 4.5

TBPT,, 600E-6,14.8

TBPT,,1000E-6,20.25

TBPT,,1300E-6,22.3

TBPT,,1480E-6,22.8

TBPT,,1620E-6,22.8

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,3500E-6,12.8

TBPT,,5000E-6, 9.0

!TB,MKIN,1

!TBTEMP,,STRAIN

!TBDATA,,600E-6,1100E-6,1600E-6,3000E-6,4500E-6

!TBTEMP,0

!TBDATA,,15,21.5,23,16,9

BLOCK,0,50,0,50,0,50

17

ESIZE,10

VMESH,ALL

MSHAPE,0,3D

NSEL,S,LOC,X,0

D,ALL,UX,0

NSEL,S,LOC,Y,0

D,ALL,UY,0

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,50

CP,1,UY,ALL

NSEL,ALL

FINISH

/VIEW,1,1,1,1

/REPLOT

/SOLU

OUTRES,ALL,1

TIME,50

NSUBST,100,0,100

D,1,UY,-.25

SOLVE

FINISH

/POST26

NSOL,2,1,U,Y,UY

RFORCE,3,1,F,Y,FY

ADD,4,2,,,STRAIN,,,-1/50

ADD,5,3,,,STRESS,,,-1/2500

/AXLAB,X,STRAIN

/AXLAB,Y,STRESS

XVAR,4

PLVAR,5

FINISH

10.混凝土非线性计算实例（9）-梁平面应力

!梁平面应力

FINISH

/CLEAR

/PREP7

ET,1,SOLID65

R,1

MP,EX,1,30E3

MP,NUXY,1,0.2

TB,CONCR,1,1

TBTEMP,0

TBDATA,1,0.3,0.5,2.5,-1

18

TB,MISO,1,1,15

TBPT,, 100E-6, 3.0

TBPT,, 300E-6, 8.3

TBPT,, 600E-6,14.6

TBPT,, 900E-6,19.1

TBPT,,1100E-6,21.0

TBPT,,1250E-6,22.0

TBPT,,1400E-6,22.6

TBPT,,1550E-6,22.8

TBPT,,1650E-6,22.7

TBPT,,1800E-6,22.3

TBPT,,2000E-6,21.4

TBPT,,2800E-6,16.8

TBPT,,3200E-6,14.7

TBPT,,3800E-6,12.3

TBPT,,4600E-6, 9.9

ET,2,LINK8

R,2,30

R,3,6

MP,EX,2,200E3

MP,NUXY,2,0.3

TB,BKIN,2,1

TBTEMP,0

TBDATA,,300,0

/ESHAPE,1

/TRIAD,LBOT

/VIEW,1,1,1,1

N,1,0,0,0

N,2,20,0,0

NGEN,11,2,1,2,1,0,20

NGEN,43,22,1,22,1,0,0,20

E,1,2,4,3,23,24,26,25

EGEN,10,2,1

TYPE,2

REAL,2

MAT,2

E,3,25

E,4,26

REAL,3

E,19,41

E,20,42

EGEN,42,22,1,14

E,47,63

E,48,64

EGEN,10,88,589,590

19

/NUMBER,1

/PNUM,TYPE,1

/REPLOT

NSEL,S,LOC,Z,0

D,ALL,UZ,0

NSEL,S,LOC,Y,0

NSEL,R,LOC,Z,740

D,ALL,UY,0

NSEL,ALL

FINISH

/SOLU

ANTYPE,STATIC

NSEL,S,LOC,Y,200

NSEL,R,LOC,Z,200

D,ALL,UY,-2

TIME,200

NSUBST,10

LSWRITE,1

D,ALL,UY,-0.21

TIME,21

NSUBST,100

LSWRITE,2

D,ALL,UY,-1

TIME,100

NSUBST,100

LSWRITE,3

NSEL,ALL

AUTOTS,1

OUTRES,ALL,1

PRED,ON

LSSOLVE,1,3

FINISH

11.四层弹簧－质点模型的地震分析

包括频率分析，谱分析和时程分析

作者：陆新征，清华大学土木工程系

FINI

/CLEAR

/UNITS,SI

/PREP7

DAMPRATIO=0.02 !振型阻尼系数都为 0.02

ET,1,BEAM188

KEYOPT,1,7,1

KEYOPT,1,8,1

20

ET,2,MASS21,,,4

MP,EX,1,210E9

MP,NUXY,1,0.3

MP,DENS,1,7800

MPDATA,DAMP,1,,DAMPRATIO

SECTYPE,3,BEAM,I

SECDATA,0.2,0.2,0.5,0.01,0.01,0.008

R,1,1.6E2,1.6E2

R,2,1.2E2,1.2E2

K,1,0,0,0

K,2,0,3,0

K,3,0,6,0

K,4,0,9,0

K,5,0,12,0

K,6,0,0,10000

L,1,2

L,2,3

L,3,4

L,4,5

LSEL,,,,1,4

LATT,1,0,1,,6,,3

ALLS

LESIZE,ALL, , ,3 , , , , ,1

LMESH,ALL

NUMMRG,ALL

NUMCMP,ALL

TYPE,2

REAL,1

E,2

TYPE,2

REAL,2

E,8

E,14

E,20

*SET,NT,1001

*SET,DT,0.02

*DIM,AC,,NT

*VREAD,AC(1),RECORD,TXT

(F8.3)

/SOLU

D,1,ALL,

ANTYPE,0

SOLVE

FINISH

/SOLU !模态分析

ANTYPE,2

21

MODOPT,SUBSP,8

MXPAND,8, , ,1

SOLVE

FINI

!得到自振频率 1

*GET,FREQ1,MODE,1,FREQ

/ESHAPE,1.0

/SOLU

ANTYPE,SPECTR !谱分析

SPOPT,SPRS

MDAMP,1,DAMPRATIO, , , , , ,

SED,1

SVTYPE,2,1

FREQ,0.167,0.25,0.333,0.44444,0.5,0.667,1,1.25,1.667

SV,,0.154350625,0.191590625,0.210210625,0.224175625,0.250716714,0.329514922,0.484352764,0.598723486,

0.786897371

FREQ,2.222,10,100000

SV,,1.034212766,1.034212766,0.3528

!按 7度多遇地震，地震影响系数 0.08 第一组 III场地 TG＝0.45

SRSS,0.01,DISP

SOLVE

FINISH

/POST1

/INP,,MCOM

NSORT,U,SUM

*GET,DMAX_SPE,SORT, ,MAX !反应谱大变形

!开始地震计算

FINISH

/CONFIG,NRES,20000

/SOLU

ANTYPE,TRANS

TRNOPT,FULL

ALPHAD,2*DAMPRATIO*FREQ1*2*3.1415926

BETAD,2*DAMPRATIO/(FREQ1*2*3.1415926)

*DO,I,1,1001

ACEL,AC(I),0,0

TIME,I*0.02

OUTRES,ALL,ALL

SOLVE

*ENDDO

FINISH

/POST26

FILE

NSOL,2,20,U,X,

PLVAR,2, , , , , , , , , ,

STORE,MERGE

22

XVAR,1

PLVAR,2,

*GET,DMAX_TRANS,VARI,2,EXTREM,VMAX, , ! 时程分析大位移

数据文件

record.txt

-0.0014

-0.0108

-0.0101

-0.0088

-0.0095

-0.012

-0.0142

-0.0128

-0.011

-0.0085

-0.0085

-0.0131

-0.0176

-0.0194

-0.0162

-0.0144

-0.0108

-0.0082

-0.0042

-0.0066

-0.0131

-0.019

-0.0196

-0.0066

0.003

0.0141

-0.0049

-0.0128

-0.0144

-0.0203

-0.026

-0.0325

-0.0306

-0.0172

-0.0197

-0.0163

-0.0164

-0.0067

0.0025

0.015

0.0236

23

0.0252

0.0336

0.0463

0.0492

0.0419

0.0359

0.0271

0.0235

0.0339

0.0412

0.053

0.0639

0.0732

0.0652

0.0599

0.04

0.04

0.0063

-0.0515

-0.0787

-0.0603

-0.0484

-0.025

-0.0059

0.0134

0.0308

0.0499

0.071

0.0995

0.1219

0.1529

0.1449

0.1155

0.0935

0.0892

0.0926

0.0839

0.0901

0.0993

0.1209

0.0328

-0.1475

-0.2066

-0.1989

-0.2034

-0.1816

24

-0.1725

-0.1752

-0.1753

-0.1805

-0.163

-0.1347

-0.1087

-0.0782

-0.0429

-0.0017

0.036

0.0785

0.1164

0.1598

0.196

0.2412

0.2729

0.3036

0.32

0.3417

0.2821

0.2324

-0.1198

-0.2373

-0.164

-0.1865

-0.1095

-0.0753

-0.0173

0.0113

0.0533

0.0895

0.1186

0.1757

0.0576

-0.2631

-0.1547

-0.1729

-0.1012

-0.0579

0.0237

-0.067

-0.198

-0.1641

-0.1685

-0.1481

25

-0.1231

-0.1001

-0.0751

-0.0523

-0.0271

-0.0044

0.0188

-0.0095

-0.0433

-0.0838

-0.0951

-0.0716

-0.0599

-0.0334

-0.0108

0.0185

0.042

0.0673

-0.0097

-0.0372

-0.004

0.0011

0.0344

0.0565

0.0883

0.113

0.1363

0.0219

0.0241

0.0683

0.0689

0.1318

0.1353

0.204

-0.0931

-0.1308

-0.0692

-0.0546

0.0072

0.0675

-0.1067

-0.1488

-0.1071

-0.1162

-0.0762

-0.0559

26

-0.0215

-0.0126

-0.0674

-0.0324

-0.0337

-0.0109

0.0017

0.0299

0.0488

0.0608

0.0222

-0.0032

-0.0245

0.0077

0.0211

0.0568

0.0826

0.1206

0.1478

0.1737

0.0421

0.0029

0.0259

0.0293

-0.0055

-0.0147

0.0143

0.0206

0.0499

0.0645

0.0957

0.1128

0.1447

0.1629

0.1945

0.1856

0.1984

0.1769

0.125

-0.1207

-0.0542

-0.0384

-0.0311

-0.1118

-0.1661

-0.2464

27

-0.2025

-0.1835

-0.1317

-0.096

-0.0325

0.0154

0.0816

0.1319

0.1818

-0.0058

-0.0169

0.0285

0.0447

0.0983

0.1424

0.1853

0.2456

0.1685

-0.138

-0.0999

-0.1089

-0.0907

-0.0469

-0.125

-0.2111

-0.1617

-0.1692

-0.1306

-0.1111

-0.0773

-0.051

-0.0544

-0.12

-0.1209

-0.1158

-0.1145

-0.0717

-0.0546

0.0064

-0.0804

-0.1634

-0.0859

-0.0961

-0.0396

-0.0147

0.0319

28

0.0648

0.0876

0.0472

0.0198

-0.0027

0.0292

0.0445

0.0785

0.1033

0.1352

0.1606

0.1861

0.1281

0.064

0.0204

0.0314

0.0373

0.0496

0.0235

-0.0084

-0.0168

-0.0113

-0.0229

-0.0248

-0.0157

-0.0069

0.0147

0.0379

0.0579

0.0255

-0.0041

-0.0428

-0.0133

0.0095

0.023

-0.0129

-0.005

0.008

0.021

0.038

0.051

0.0157

-0.0032

-0.0111

0.0005

0.0076

29

0.0035

-0.0095

-0.0036

-0.0016

0.0038

0.0085

-0.0056

-0.0304

-0.0421

-0.0244

-0.0236

-0.0177

-0.0129

-0.0018

0.0203

-0.0108

-0.0091

-0.0034

-0.0106

-0.0111

-0.0099

-0.0002

0.0073

0.0235

0.0355

0.0705

0.0779

0.0184

-0.0263

-0.0124

-0.0042

0.0159

0.0048

-0.0219

-0.0467

-0.0428

-0.0216

-0.0043

0.0159

0.032

0.0419

0.0123

-0.016

-0.0204

-0.0082

-0.0206

30

-0.0137

-0.0055

0.0053

0.0134

0.0266

0.0232

0.0079

-0.0008

0.02

0.0435

0.0492

0.0191

0.0092

-0.0022

-0.0021

0.0052

0.0093

0.0255

0.0368

0.0525

0.0541

0.0425

0.0398

0.0559

0.0756

0.0365

0.0411

0.0098

-0.0204

-0.0249

-0.0405

-0.0413

-0.0471

-0.0433

-0.0458

-0.0057

0.0178

-0.0208

-0.0492

-0.053

-0.0362

-0.0405

-0.0308

-0.0316

-0.0265

-0.0265

31

-0.0269

-0.0345

-0.0309

-0.0217

-0.0078

0.0087

0.0281

0.031

0.0358

0.0341

0.0358

0.0287

0.0305

0.0112

0.0214

0.0136

0.0384

-0.0861

-0.1349

-0.1342

-0.1354

-0.1193

-0.1042

-0.0829

-0.0651

-0.0444

-0.0258

-0.006

-0.0091

-0.0182

-0.0147

0.0085

0.0163

0.005

0.0264

0.0582

0.0867

0.12

0.1695

0.1111

-0.11

-0.0366

-0.0445

-0.0236

-0.096

-0.0656

32

-0.0597

-0.067

-0.0552

-0.0027

0.0378

0.1072

0.1669

0.0947

0.0408

0.0667

0.0132

-0.0095

-0.052

-0.0827

-0.1152

-0.115

-0.0803

-0.0369

0.0029

0.0545

0.1178

0.161

-0.027

0.0034

-0.0056

0.002

0.0146

0.0537

0.0798

-0.0205

-0.059

-0.0169

-0.0175

-0.0028

0.0074

0.0382

0.0567

0.0753

0.0801

0.0592

0.0304

0.0023

0.0064

-0.0406

-0.0451

-0.0079

33

0.0168

0.0567

0.0093

-0.0055

0.0044

-0.0123

-0.0282

-0.0437

-0.0352

-0.0255

-0.0111

0.0205

0.0519

0.0854

0.1144

0.0733

0.0237

-0.0368

-0.0271

-0.0217

-0.0873

-0.0973

-0.0589

-0.0336

0.0077

0.0259

0.0508

0.0361

0.0081

-0.0056

-0.0209

-0.0317

-0.0238

-0.0376

-0.055

-0.0722

-0.0803

-0.0523

-0.034

-0.0011

0.0065

-0.0037

-0.0005

-0.0168

-0.041

-0.008

34

0.0079

0.0374

0.0615

0.0665

0.0254

-0.0057

-0.0474

-0.0356

-0.0243

-0.0048

0.0126

0.0379

0.0241

-0.0227

-0.0428

-0.0679

-0.0661

-0.059

-0.0513

-0.0408

-0.0309

-0.0266

-0.0541

-0.0628

-0.0908

-0.1107

-0.0881

-0.077

-0.0582

-0.0473

-0.0333

-0.0199

0.002

0.0211

0.0432

0.0613

0.0767

0.0933

0.1066

0.113

0.1187

0.1247

0.1334

0.1594

0.1797

0.2037

35

0.1236

0.0442

-0.014

-0.0666

-0.0555

-0.0693

-0.0984

-0.1246

-0.1179

-0.105

-0.092

-0.0743

-0.0809

-0.085

-0.086

-0.0863

-0.0873

-0.0868

-0.0885

-0.0537

0.0052

0.0215

0.0245

0.058

0.0314

0.0236

0.0485

0.0589

0.0525

0.0355

0.0197

0.0199

0.0492

0.0343

0.0288

0.0432

0.0239

0.0088

0.0077

-0.0148

-0.0077

-0.0019

0.0075

0.0044

-0.0145

-0.0316

36

-0.0241

-0.0028

0.0182

0.0426

0.0439

0.0512

0.0466

0.0479

0.0193

0.0222

0.0274

0.0393

0.0504

0.0577

0.0588

0.0822

0.0797

0.0949

0.0345

0.0045

-0.0123

-0.0347

-0.0426

-0.0416

-0.0275

-0.027

0.0074

0.0428

-0.0231

-0.0387

-0.0083

0.0139

0.0445

0.0027

-0.0697

-0.0796

-0.0251

-0.0135

0.0079

-0.0115

-0.0251

-0.0333

-0.0269

-0.0301

-0.02

-0.0067

37

-0.0038

0.0105

0.0296

0.0344

0.0957

0.0898

0.0179

-0.0362

-0.0994

-0.0807

-0.0744

-0.0539

-0.033

-0.0128

0.0031

0.0148

0.0508

-0.0022

-0.0489

-0.0358

-0.0691

-0.0516

-0.0371

0.0088

0.0632

0.0841

0.1276

0.1388

0.1193

0.0751

0.0225

-0.0088

-0.0227

0.0074

0.0181

0.0544

0.0399

0.0045

-0.0082

-0.0185

-0.002

0.0006

-0.0117

-0.021

-0.0303

-0.0512

38

-0.0727

-0.0579

-0.0266

-0.0178

0.004

0.0098

0.0137

0.0221

0.0437

0.0091

-0.0548

-0.0555

-0.0243

-0.0081

0.025

0.041

0.0182

-0.0027

-0.0243

-0.0015

0.0247

0.0482

0.0783

0.0622

0.0331

-0.0014

-0.0195

-0.0247

-0.0212

-0.011

0.005

0.0241

-0.0034

-0.0216

-0.0471

-0.0363

-0.0195

-0.0018

0.017

-0.008

0.0005

0.023

0.0374

0.0601

0.0516

0.0432

39

0.0344

0.0505

0.0653

0.0683

0.0172

-0.017

-0.0527

-0.0664

-0.0387

-0.0222

-0.0033

0.0119

-0.0128

-0.0351

-0.0514

-0.0335

-0.0218

-0.0012

0.0142

0.007

-0.0063

-0.012

-0.0322

-0.0346

-0.0091

0.0073

0.0309

0.0472

0.0603

0.0576

0.033

-0.0073

-0.0777

-0.0608

-0.0438

-0.0209

0.0031

0.035

0.0293

0.0121

0.0338

0.0317

0.0254

0.0206

0.0198

0.0174

40

0.0021

-0.0144

-0.0343

-0.0339

-0.0145

-0.0028

0.017

-0.0096

-0.0255

-0.0279

-0.0388

-0.0242

-0.0215

-0.0182

-0.0174

-0.0038

-0.0027

-0.0185

-0.0123

0.0087

0.0343

0.0695

0.091

0.0853

0.076

0.0513

0.0186

0.0015

-0.019

-0.0151

-0.0073

0.0021

0.0129

0.0215

0.0024

-0.0124

-0.0329

-0.0519

-0.0708

-0.0579

-0.0462

-0.0307

-0.0145

-0.0009

-0.018

-0.0318

41

-0.0465

-0.0391

-0.0345

-0.0316

-0.0435

-0.0491

-0.0475

-0.042

-0.0361

-0.0277

-0.0258

-0.0139

-0.0068

0.0507

0.0722

0.0878

0.0782

0.0765

0.0439

0.008

0.0013

-0.0126

-0.0015

0.003

0.0104

0.0104

0.0193

0.0205

0.0074

-0.0056

-0.0072

0.007

0.0106

0.0147

-0.0009

-0.0159

-0.0187

-0.0007

0.0155

0.0105

-0.0115

-0.0302

-0.0309

-0.0095

-0.0058

0.0004

42

0.002

0.005

0.0057

0.0097

0.0134

0.0177

0.0218

0.0261

0.0302

0.0346

0.0386

0.0474

0.0393

0.0238

0.0115

-0.0079

-0.0124

0.0054

0.0027

-0.025

-0.0566

-0.063

-0.0591

-0.0413

-0.0068

0.0272

0.0277

-0.0021

-0.006

-0.011

-0.0221

-0.0416

-0.0519

-0.0222

0.003

0.0079

0.0139

0.0171

0.0253

0.0323

0.0391

0.0164

-0.0136

-0.0323

-0.0291

-0.0287

43

-0.0304

-0.0339

-0.0245

-0.0076

0.0125

0.0376

0.0402

0.0245

0.0156

-0.004

-0.0153

-0.0289

-0.0316

-0.0111

0.0094

0.0335

0.0576

0.0424

0.0143

-0.0007

-0.0135

-0.027

-0.0341

-0.0357

-0.0396

-0.0402

-0.0488

-0.048

-0.0406

-0.0407

-0.0351

-0.0187

-0.0057

0.0044

-0.0019

-0.0072

-0.0169

-0.0115

0.0126

finish

/clear

12.悬臂梁地震分析

44

!定义单元类型

/prep7

ET,1,BEAM3

R,1,0.09,0.000675,0.3, !0.3*0.3m截面

MP,EX,1,2.06e11

MP,NUXY,1,0.3

MP,DAMP,1,0.02 !阻尼比 0.02

MP,dens,1,7.85e3

!--------------------------------------------------

!定义节点单元和位移约束

*do,i,1,11

n,i,(i-1)*0.5,0,0 !5m长,分 10段

*enddo

*do,i,1,10

e,i,i+1

*enddo

d,1,ALL,0

!--------------------------------------------------

!定义和读入时程曲线

NT=1000 !时程曲线有 NT个点

DT=0.01 !时间间隔

*dim,ac,,NT

!读入数据,这个数据文件可以用 excel等软件来写

/input,tianjin,txt !天津波东西向共 10秒

!--------------------------------------------------

/SOLU

NSUBST,1, , ,1 !1个子步

OUTRES,ALL,1 !输出每个子步的结果

ANTYPE,TRANS !时程分析

*do,i,1,NT

ACEL,0,ac ,0

TIME,i*DT

solve

*enddo

!--------------------------------------------------

/POST26

NSOL,2,11,U,Y,

PLVAR,2,3, , ,

下面是文件 tianjin.txt，这个文件可以用 excel等软件制作或编写很短的程序就能写出来先

贴前 500个点

ac( 1)= -0.06334598

ac( 2)= -0.04417088

ac( 3)= -0.02188456

ac( 4)= -0.00622243

45

ac( 5)= 0.01599961

ac( 6)= 0.03431334

ac( 7)= 0.05332774

ac( 8)= 0.07603510

ac( 9)= 0.09322070

ac( 10)= 0.11568701

ac( 11)= 0.13706695

ac( 12)= 0.15446468

ac( 13)= 0.17966937

ac( 14)= 0.16881546

ac( 15)= 0.10252541

ac( 16)= 0.03081323

ac( 17)= -0.02835768

ac( 18)= -0.04577148

ac( 19)= 0.00371867

ac( 20)= 0.05160179

ac( 21)= 0.08542017

ac( 22)= 0.14456214

ac( 23)= 0.15453540

ac( 24)= 0.07974091

ac( 25)= -0.00708701

ac( 26)= -0.08872422

ac( 27)= -0.15415934

ac( 28)= -0.16546641

ac( 29)= -0.15415934

ac( 30)= -0.15538390

ac( 31)= -0.15533569

ac( 32)= -0.15030567

ac( 33)= -0.14931896

ac( 34)= -0.14984284

ac( 35)= -0.14375542

ac( 36)= -0.14322831

ac( 37)= -0.14130631

ac( 38)= -0.07721145

ac( 39)= 0.02666387

ac( 40)= 0.06092257

ac( 41)= 0.03247169

ac( 42)= 0.01391368

ac( 43)= -0.00049497

ac( 44)= -0.02224453

ac( 45)= -0.04070290

ac( 46)= -0.05431446

ac( 47)= -0.05096541

ac( 48)= -0.03585931

ac( 49)= -0.02533004

ac( 50)= -0.01427366

46

ac( 51)= -0.00180630

ac( 52)= 0.00995074

ac( 53)= 0.02199384

ac( 54)= 0.03315949

ac( 55)= 0.04807596

ac( 56)= 0.05553902

ac( 57)= 0.03931121

ac( 58)= -0.00056568

ac( 59)= -0.05451052

ac( 60)= -0.07338993

ac( 61)= -0.02214490

ac( 62)= 0.05202605

ac( 63)= 0.11738081

ac( 64)= 0.17217417

ac( 65)= 0.18113498

ac( 66)= 0.15603314

ac( 67)= 0.14236373

ac( 68)= 0.12819293

ac( 69)= 0.10743007

ac( 70)= 0.09416241

ac( 71)= 0.07652363

ac( 72)= 0.05719426

ac( 73)= 0.04319058

ac( 74)= 0.02332124

ac( 75)= 0.00492073

ac( 76)= -0.00940756

ac( 77)= -0.04927159

ac( 78)= -0.13574918

ac( 79)= -0.23619831

ac( 80)= -0.28188944

ac( 81)= -0.26245400

ac( 82)= -0.23472306

ac( 83)= -0.21773353

ac( 84)= -0.19507116

ac( 85)= -0.17273341

ac( 86)= -0.15239482

ac( 87)= -0.12869753

ac( 88)= -0.10692225

ac( 89)= -0.08414096

ac( 90)= -0.06152039

ac( 91)= -0.05068257

ac( 92)= -0.04799239

ac( 93)= -0.04467870

ac( 94)= -0.04122037

ac( 95)= -0.03772668

ac( 96)= -0.03407871

47

ac( 97)= -0.03062681

ac( 98)= -0.02680529

ac( 99)= -0.02322804

ac( 100)= -0.01947723

ac( 101)= -0.01553678

ac( 102)= -0.01203667

ac( 103)= -0.00798695

ac( 104)= -0.00334905

ac( 105)= -0.00462182

ac( 106)= -0.03004507

ac( 107)= -0.08054765

ac( 108)= -0.10697689

ac( 109)= -0.07439592

ac( 110)= -0.01944508

ac( 111)= 0.02653852

ac( 112)= 0.07484268

ac( 113)= 0.12548025

ac( 114)= 0.17680563

ac( 115)= 0.21375450

ac( 116)= 0.18098070

ac( 117)= 0.08950845

ac( 118)= 0.03323984

ac( 119)= 0.05083042

ac( 120)= 0.11876930

ac( 121)= 0.18590787

ac( 122)= 0.17401262

ac( 123)= 0.08684078

ac( 124)= -0.00345190

ac( 125)= -0.09242682

ac( 126)= -0.17069249

ac( 127)= -0.17872764

ac( 128)= -0.13418716

ac( 129)= -0.09391815

ac( 130)= -0.05721033

ac( 131)= -0.01592890

ac( 132)= 0.02479650

ac( 133)= 0.06137897

ac( 134)= 0.08479986

ac( 135)= 0.10140371

ac( 136)= 0.12139840

ac( 137)= 0.14102989

ac( 138)= 0.16063246

ac( 139)= 0.18017076

ac( 140)= 0.20074397

ac( 141)= 0.21970373

ac( 142)= 0.21152073

48

ac( 143)= 0.16972826

ac( 144)= 0.12305363

ac( 145)= 0.08278464

ac( 146)= 0.03976118

ac( 147)= -0.00771375

ac( 148)= -0.04257670

ac( 149)= -0.03893517

ac( 150)= -0.00746948

ac( 151)= 0.01970221

ac( 152)= 0.04440550

ac( 153)= 0.07499374

ac( 154)= 0.09928563

ac( 155)= 0.10520273

ac( 156)= 0.09103835

ac( 157)= 0.07317137

ac( 158)= 0.06160396

ac( 159)= 0.04555935

ac( 160)= 0.02963688

ac( 161)= 0.01710525

ac( 162)= -0.00092565

ac( 163)= -0.01085068

ac( 164)= -0.01018537

ac( 165)= -0.01261841

ac( 166)= -0.01169919

ac( 167)= -0.01216202

ac( 168)= -0.01623424

ac( 169)= -0.01104031

ac( 170)= -0.02329875

ac( 171)= -0.07698646

ac( 172)= -0.15369652

ac( 173)= -0.22725999

ac( 174)= -0.25317177

ac( 175)= -0.22106008

ac( 176)= -0.18460616

ac( 177)= -0.15669201

ac( 178)= -0.12168124

ac( 179)= -0.09077158

ac( 180)= -0.05768922

ac( 181)= -0.02212883

ac( 182)= 0.00782303

ac( 183)= 0.04577148

ac( 184)= 0.08010089

ac( 185)= 0.11013953

ac( 186)= 0.15554783

ac( 187)= 0.17380692

ac( 188)= 0.12869753

49

ac( 189)= 0.03899945

ac( 190)= -0.06785852

ac( 191)= -0.12427820

ac( 192)= -0.09443562

ac( 193)= -0.04283704

ac( 194)= -0.00661454

ac( 195)= 0.03005471

ac( 196)= 0.07215894

ac( 197)= 0.11737439

ac( 198)= 0.12984817

ac( 199)= 0.08094940

ac( 200)= 0.00863940

ac( 201)= -0.03943013

ac( 202)= -0.03732813

ac( 203)= 0.00579817

ac( 204)= 0.05437874

ac( 205)= 0.10425458

ac( 206)= 0.12601379

ac( 207)= 0.05491228

ac( 208)= -0.07981163

ac( 209)= -0.17312552

ac( 210)= -0.16219451

ac( 211)= -0.08033552

ac( 212)= -0.00402401

ac( 213)= 0.06996374

ac( 214)= 0.14205196

ac( 215)= 0.12564416

ac( 216)= 0.02699170

ac( 217)= -0.07388489

ac( 218)= -0.16207558

ac( 219)= -0.19582647

ac( 220)= -0.15537426

ac( 221)= -0.11322825

ac( 222)= -0.08221896

ac( 223)= -0.04049720

ac( 224)= -0.00473110

ac( 225)= 0.03313699

ac( 226)= 0.06339419

ac( 227)= 0.07094402

ac( 228)= 0.08264322

ac( 229)= 0.09398243

ac( 230)= 0.10272148

ac( 231)= 0.11706583

ac( 232)= 0.08520804

ac( 233)= -0.00966790

ac( 234)= -0.12072986

50

ac( 235)= -0.20040973

ac( 236)= -0.19588110

ac( 237)= -0.13388182

ac( 238)= -0.08552302

ac( 239)= -0.03347447

ac( 240)= 0.02360408

ac( 241)= 0.06844670

ac( 242)= 0.13263476

ac( 243)= 0.13517709

ac( 244)= -0.00161667

ac( 245)= -0.12267759

ac( 246)= -0.10150655

ac( 247)= -0.02301591

ac( 248)= 0.03731206

ac( 249)= 0.10196938

ac( 250)= 0.18120569

ac( 251)= 0.21782672

ac( 252)= 0.16884118

ac( 253)= 0.09337819

ac( 254)= 0.04204959

ac( 255)= -0.01785091

ac( 256)= -0.08301926

ac( 257)= -0.11096233

ac( 258)= -0.10820787

ac( 259)= -0.10117551

ac( 260)= -0.09735720

ac( 261)= -0.09355818

ac( 262)= -0.08819069

ac( 263)= -0.08428238

ac( 264)= -0.07970878

ac( 265)= -0.07474948

ac( 266)= -0.07102116

ac( 267)= -0.06531620

ac( 268)= -0.06104149

ac( 269)= -0.05688249

ac( 270)= -0.05052508

ac( 271)= -0.04616360

ac( 272)= -0.04679998

ac( 273)= -0.08248573

ac( 274)= -0.14751908

ac( 275)= -0.15090993

ac( 276)= -0.08145723

ac( 277)= -0.01117530

ac( 278)= 0.06283816

ac( 279)= 0.11612411

ac( 280)= 0.07451484

51

ac( 281)= -0.02657709

ac( 282)= -0.12738618

ac( 283)= -0.20841272

ac( 284)= -0.22112435

ac( 285)= -0.17711097

ac( 286)= -0.14081776

ac( 287)= -0.10858393

ac( 288)= -0.06811886

ac( 289)= -0.03359339

ac( 290)= 0.00408186

ac( 291)= 0.04104038

ac( 292)= 0.05570615

ac( 293)= 0.05431446

ac( 294)= 0.05417304

ac( 295)= 0.05539117

ac( 296)= 0.05399305

ac( 297)= 0.05511476

ac( 298)= 0.05607256

ac( 299)= 0.05353987

ac( 300)= 0.05654502

ac( 301)= 0.05659966

ac( 302)= 0.05304490

ac( 303)= 0.06132433

ac( 304)= 0.04616360

ac( 305)= -0.01192739

ac( 306)= -0.07660720

ac( 307)= -0.14828083

ac( 308)= -0.18884873

ac( 309)= -0.12763689

ac( 310)= -0.03275131

ac( 311)= 0.03611965

ac( 312)= 0.12820899

ac( 313)= 0.18819949

ac( 314)= 0.14638130

ac( 315)= 0.08587656

ac( 316)= 0.04687712

ac( 317)= -0.00992503

ac( 318)= -0.05112932

ac( 319)= -0.04594182

ac( 320)= -0.02787236

ac( 321)= -0.01266341

ac( 322)= 0.00448683

ac( 323)= 0.02053465

ac( 324)= 0.03622250

ac( 325)= 0.05326346

ac( 326)= 0.07118507

52

ac( 327)= 0.08044479

ac( 328)= 0.05676358

ac( 329)= 0.00339084

ac( 330)= -0.04208173

ac( 331)= -0.08426631

ac( 332)= -0.14127417

ac( 333)= -0.15549961

ac( 334)= -0.09603622

ac( 335)= -0.02469365

ac( 336)= 0.03537398

ac( 337)= 0.10094088

ac( 338)= 0.16460185

ac( 339)= 0.23567121

ac( 340)= 0.28361538

ac( 341)= 0.24446167

ac( 342)= 0.16147134

ac( 343)= 0.09640583

ac( 344)= 0.02374550

ac( 345)= -0.05336631

ac( 346)= -0.11976565

ac( 347)= -0.20272385

ac( 348)= -0.26170835

ac( 349)= -0.23775071

ac( 350)= -0.17382941

ac( 351)= -0.11820362

ac( 352)= -0.06053688

ac( 353)= -0.00005464

ac( 354)= 0.05626861

ac( 355)= 0.11858930

ac( 356)= 0.17472613

ac( 357)= 0.18699101

ac( 358)= 0.15499821

ac( 359)= 0.11930282

ac( 360)= 0.09198007

ac( 361)= 0.05843489

ac( 362)= 0.02561930

ac( 363)= -0.00373474

ac( 364)= -0.04124286

ac( 365)= -0.06626756

ac( 366)= -0.05113896

ac( 367)= -0.01100174

ac( 368)= 0.02835125

ac( 369)= 0.06458018

ac( 370)= 0.10447314

ac( 371)= 0.14322188

ac( 372)= 0.15820906

53

ac( 373)= 0.14118737

ac( 374)= 0.11825825

ac( 375)= 0.10317144

ac( 376)= 0.08392241

ac( 377)= 0.06351954

ac( 378)= 0.04701854

ac( 379)= 0.02607570

ac( 380)= 0.00612922

ac( 381)= -0.01090853

ac( 382)= -0.03450940

ac( 383)= -0.04898876

ac( 384)= -0.03926621

ac( 385)= -0.01904332

ac( 386)= 0.00154596

ac( 387)= 0.02102962

ac( 388)= 0.04026257

ac( 389)= 0.06230462

ac( 390)= 0.08158258

ac( 391)= 0.10218793

ac( 392)= 0.12321112

ac( 393)= 0.11375535

ac( 394)= 0.07273105

ac( 395)= 0.03080037

ac( 396)= -0.01007609

ac( 397)= -0.05136395

ac( 398)= -0.09258431

ac( 399)= -0.13515459

ac( 400)= -0.14030030

ac( 401)= -0.09506557

ac( 402)= -0.04646250

ac( 403)= -0.00435506

ac( 404)= 0.04341557

ac( 405)= 0.08796249

ac( 406)= 0.13636307

ac( 407)= 0.17954402

ac( 408)= 0.19444442

ac( 409)= 0.19544077

ac( 410)= 0.19704138

ac( 411)= 0.19950657

ac( 412)= 0.20282348

ac( 413)= 0.20244101

ac( 414)= 0.20844488

ac( 415)= 0.20146714

ac( 416)= 0.14091419

ac( 417)= 0.06138540

ac( 418)= -0.00770411

54

ac( 419)= -0.09293786

ac( 420)= -0.14660308

ac( 421)= -0.11154407

ac( 422)= -0.04191139

ac( 423)= 0.01233558

ac( 424)= 0.06892559

ac( 425)= 0.13579096

ac( 426)= 0.18228883

ac( 427)= 0.16931044

ac( 428)= 0.10556270

ac( 429)= 0.04134571

ac( 430)= -0.01331586

ac( 431)= -0.07976341

ac( 432)= -0.13345756

ac( 433)= -0.12389251

ac( 434)= -0.05997443

ac( 435)= 0.00207307

ac( 436)= 0.05719426

ac( 437)= 0.12773974

ac( 438)= 0.16605459

ac( 439)= 0.12641875

ac( 440)= 0.05727461

ac( 441)= 0.00607458

ac( 442)= -0.04870592

ac( 443)= -0.11544916

ac( 444)= -0.15751803

ac( 445)= -0.15890650

ac( 446)= -0.14199734

ac( 447)= -0.13028850

ac( 448)= -0.11048986

ac( 449)= -0.03620642

ac( 450)= 0.06333955

ac( 451)= 0.07738501

ac( 452)= 0.00523250

ac( 453)= -0.07066761

ac( 454)= -0.14915183

ac( 455)= -0.19869019

ac( 456)= -0.14114238

ac( 457)= -0.03322377

ac( 458)= 0.05093326

ac( 459)= 0.14850903

ac( 460)= 0.23628511

ac( 461)= 0.21461909

ac( 462)= 0.07730787

ac( 463)= -0.07347670

ac( 464)= -0.12770760

55

ac( 465)= -0.07153220

ac( 466)= 0.01057748

ac( 467)= 0.06796780

ac( 468)= 0.13055526

ac( 469)= 0.20931588

ac( 470)= 0.25367317

ac( 471)= 0.23495126

ac( 472)= 0.19182494

ac( 473)= 0.15627740

ac( 474)= 0.12165873

ac( 475)= 0.08412489

ac( 476)= 0.04547257

ac( 477)= 0.00920508

ac( 478)= -0.02748667

ac( 479)= -0.07277282

ac( 480)= -0.09333961

ac( 481)= -0.05521761

ac( 482)= 0.00742449

ac( 483)= 0.05976873

ac( 484)= 0.11199726

ac( 485)= 0.17241201

ac( 486)= 0.22250640

ac( 487)= 0.22121114

ac( 488)= 0.16146491

ac( 489)= 0.09371567

ac( 490)= 0.03784560

ac( 491)= -0.02506327

ac( 492)= -0.09071694

ac( 493)= -0.14740339

ac( 494)= -0.18046002

ac( 495)= -0.18352303

ac( 496)= -0.18492757

ac( 497)= -0.19405872

ac( 498)= -0.19680676

ac( 499)= -0.20158605

ac( 500)= -0.20909412

再贴后 500个点

ac( 501)= -0.21216355

ac( 502)= -0.21872345

ac( 503)= -0.22521907

ac( 504)= -0.22772282

ac( 505)= -0.23507661

ac( 506)= -0.23947023

ac( 507)= -0.21968767

56

ac( 508)= -0.16824336

ac( 509)= -0.10603517

ac( 510)= -0.05491870

ac( 511)= 0.00041461

ac( 512)= 0.06136290

ac( 513)= 0.08632975

ac( 514)= 0.06808672

ac( 515)= 0.04021436

ac( 516)= 0.01953186

ac( 517)= 0.00021213

ac( 518)= -0.02733883

ac( 519)= -0.04128143

ac( 520)= -0.01338015

ac( 521)= 0.03269024

ac( 522)= 0.07808246

ac( 523)= 0.11993921

ac( 524)= 0.11181727

ac( 525)= 0.04654607

ac( 526)= -0.02033217

ac( 527)= -0.08129331

ac( 528)= -0.14811690

ac( 529)= -0.21136324

ac( 530)= -0.28110522

ac( 531)= -0.33731917

ac( 532)= -0.34420049

ac( 533)= -0.33376440

ac( 534)= -0.33430758

ac( 535)= -0.32971472

ac( 536)= -0.32460111

ac( 537)= -0.32349229

ac( 538)= -0.31756231

ac( 539)= -0.31432900

ac( 540)= -0.31021821

ac( 541)= -0.29342473

ac( 542)= -0.27025130

ac( 543)= -0.24599800

ac( 544)= -0.22112435

ac( 545)= -0.19719887

ac( 546)= -0.17185277

ac( 547)= -0.14629774

ac( 548)= -0.12137590

ac( 549)= -0.09464774

ac( 550)= -0.06893523

ac( 551)= -0.04108537

ac( 552)= 0.00006428

ac( 553)= 0.05186856

57

ac( 554)= 0.10211080

ac( 555)= 0.15375115

ac( 556)= 0.20402554

ac( 557)= 0.20990406

ac( 558)= 0.15366438

ac( 559)= 0.08996485

ac( 560)= 0.04057755

ac( 561)= -0.02136709

ac( 562)= -0.07999805

ac( 563)= -0.13316186

ac( 564)= -0.20120038

ac( 565)= -0.23338921

ac( 566)= -0.20178854

ac( 567)= -0.16204344

ac( 568)= -0.13172518

ac( 569)= -0.09615514

ac( 570)= -0.06242997

ac( 571)= -0.02677315

ac( 572)= 0.00822479

ac( 573)= 0.04263134

ac( 574)= 0.08009125

ac( 575)= 0.06890310

ac( 576)= -0.00780696

ac( 577)= -0.08870815

ac( 578)= -0.16594531

ac( 579)= -0.23240893

ac( 580)= -0.22747214

ac( 581)= -0.18254916

ac( 582)= -0.15437147

ac( 583)= -0.11454922

ac( 584)= -0.09012876

ac( 585)= -0.13065811

ac( 586)= -0.17999077

ac( 587)= -0.21487622

ac( 588)= -0.26361427

ac( 589)= -0.26135480

ac( 590)= -0.17175955

ac( 591)= -0.07824960

ac( 592)= 0.00026677

ac( 593)= 0.10266683

ac( 594)= 0.16126885

ac( 595)= 0.12084236

ac( 596)= 0.05920305

ac( 597)= 0.02196170

ac( 598)= -0.02754131

ac( 599)= -0.07978591

58

ac( 600)= -0.12039239

ac( 601)= -0.17758024

ac( 602)= -0.21290921

ac( 603)= -0.16366011

ac( 604)= -0.07228429

ac( 605)= 0.01158991

ac( 606)= 0.10562699

ac( 607)= 0.17374584

ac( 608)= 0.16414866

ac( 609)= 0.13206266

ac( 610)= 0.12146910

ac( 611)= 0.10057447

ac( 612)= 0.07706361

ac( 613)= 0.06395987

ac( 614)= 0.03935299

ac( 615)= 0.01859014

ac( 616)= 0.00366403

ac( 617)= -0.02429511

ac( 618)= -0.04150963

ac( 619)= -0.05962088

ac( 620)= -0.08886564

ac( 621)= -0.06540298

ac( 622)= 0.00466039

ac( 623)= 0.07558192

ac( 624)= 0.16131385

ac( 625)= 0.20024258

ac( 626)= 0.13251585

ac( 627)= 0.04110144

ac( 628)= -0.02827090

ac( 629)= -0.10572019

ac( 630)= -0.18706171

ac( 631)= -0.26129049

ac( 632)= -0.27984852

ac( 633)= -0.21081364

ac( 634)= -0.13302045

ac( 635)= -0.07204323

ac( 636)= -0.00254875

ac( 637)= -0.00048532

ac( 638)= -0.07969271

ac( 639)= -0.15350045

ac( 640)= -0.22434805

ac( 641)= -0.29599920

ac( 642)= -0.30320191

ac( 643)= -0.25719580

ac( 644)= -0.21367738

ac( 645)= -0.17246665

59

ac( 646)= -0.12726085

ac( 647)= -0.08507627

ac( 648)= -0.04027865

ac( 649)= 0.00589138

ac( 650)= 0.04897268

ac( 651)= 0.09729934

ac( 652)= 0.14104597

ac( 653)= 0.15171023

ac( 654)= 0.13238406

ac( 655)= 0.11030345

ac( 656)= 0.09238826

ac( 657)= 0.07289817

ac( 658)= 0.05213532

ac( 659)= 0.03225956

ac( 660)= 0.01263448

ac( 661)= -0.00906366

ac( 662)= -0.02908727

ac( 663)= -0.05064400

ac( 664)= -0.08720075

ac( 665)= -0.12912822

ac( 666)= -0.16887975

ac( 667)= -0.21818991

ac( 668)= -0.24441345

ac( 669)= -0.21233389

ac( 670)= -0.15982574

ac( 671)= -0.11825182

ac( 672)= -0.07333528

ac( 673)= -0.02527540

ac( 674)= 0.01895012

ac( 675)= 0.06571795

ac( 676)= 0.11487705

ac( 677)= 0.15869439

ac( 678)= 0.19200493

ac( 679)= 0.21884881

ac( 680)= 0.24685293

ac( 681)= 0.27632588

ac( 682)= 0.30558029

ac( 683)= 0.33442330

ac( 684)= 0.36389625

ac( 685)= 0.39460021

ac( 686)= 0.42318612

ac( 687)= 0.45428538

ac( 688)= 0.48692742

ac( 689)= 0.51249206

ac( 690)= 0.56766468

ac( 691)= 0.68657541

60

ac( 692)= 0.82148570

ac( 693)= 0.93934542

ac( 694)= 1.06746757

ac( 695)= 1.19851148

ac( 696)= 1.32145262

ac( 697)= 1.45853889

ac( 698)= 1.57963181

ac( 699)= 1.64160538

ac( 700)= 1.67357254

ac( 701)= 1.70907187

ac( 702)= 1.74548066

ac( 703)= 1.78181255

ac( 704)= 1.81754649

ac( 705)= 1.85389423

ac( 706)= 1.89151180

ac( 707)= 1.92641330

ac( 708)= 1.96594620

ac( 709)= 1.99653447

ac( 710)= 1.99432003

ac( 711)= 1.98324108

ac( 712)= 1.97994351

ac( 713)= 1.96957171

ac( 714)= 1.96153653

ac( 715)= 1.95590222

ac( 716)= 1.94256389

ac( 717)= 1.93725741

ac( 718)= 1.92412162

ac( 719)= 1.87121809

ac( 720)= 1.79093075

ac( 721)= 1.70325112

ac( 722)= 1.61900735

ac( 723)= 1.53754044

ac( 724)= 1.44232702

ac( 725)= 1.33698928

ac( 726)= 1.22484422

ac( 727)= 1.10321760

ac( 728)= 0.99083471

ac( 729)= 0.87653941

ac( 730)= 0.71527702

ac( 731)= 0.47956076

ac( 732)= 0.19914338

ac( 733)= -0.04880877

ac( 734)= -0.29591882

ac( 735)= -0.59793794

ac( 736)= -0.78552359

ac( 737)= -0.75506061

61

ac( 738)= -0.67047936

ac( 739)= -0.60959858

ac( 740)= -0.59005708

ac( 741)= -0.70825428

ac( 742)= -0.89459282

ac( 743)= -1.04172301

ac( 744)= -1.20175755

ac( 745)= -1.37424028

ac( 746)= -1.52955997

ac( 747)= -1.70048070

ac( 748)= -1.87067819

ac( 749)= -2.03514814

ac( 750)= -2.21254206

ac( 751)= -2.38276839

ac( 752)= -2.55742383

ac( 753)= -2.73782301

ac( 754)= -2.91141129

ac( 755)= -3.09403110

ac( 756)= -3.22116351

ac( 757)= -3.26554632

ac( 758)= -3.32300758

ac( 759)= -3.34842420

ac( 760)= -3.24132204

ac( 761)= -3.09439111

ac( 762)= -2.98235536

ac( 763)= -2.86761642

ac( 764)= -2.76121473

ac( 765)= -2.66325355

ac( 766)= -2.54456449

ac( 767)= -2.45148516

ac( 768)= -2.42241073

ac( 769)= -2.40714073

ac( 770)= -2.37299132

ac( 771)= -2.37637568

ac( 772)= -2.45998311

ac( 773)= -2.56691813

ac( 774)= -2.65103674

ac( 775)= -2.73428416

ac( 776)= -2.80276299

ac( 777)= -2.84923196

ac( 778)= -2.92031097

ac( 779)= -2.97357440

ac( 780)= -2.94143391

ac( 781)= -2.87746429

ac( 782)= -2.76932073

ac( 783)= -2.49511290

62

ac( 784)= -2.07803011

ac( 785)= -1.62111580

ac( 786)= -1.12287486

ac( 787)= -0.62168026

ac( 788)= -0.24547410

ac( 789)= -0.00532892

ac( 790)= 0.22385310

ac( 791)= 0.49379262

ac( 792)= 0.71015376

ac( 793)= 0.81131643

ac( 794)= 0.86782926

ac( 795)= 0.94092995

ac( 796)= 1.01743746

ac( 797)= 1.07584667

ac( 798)= 1.09070861

ac( 799)= 1.06484818

ac( 800)= 1.04307938

ac( 801)= 1.02771604

ac( 802)= 1.00208712

ac( 803)= 0.98228210

ac( 804)= 0.96301055

ac( 805)= 0.93430573

ac( 806)= 0.90237087

ac( 807)= 0.85675037

ac( 808)= 0.80952621

ac( 809)= 0.77157772

ac( 810)= 0.71788996

ac( 811)= 0.68764889

ac( 812)= 0.74827576

ac( 813)= 0.86564696

ac( 814)= 0.97760564

ac( 815)= 1.09259188

ac( 816)= 1.24705029

ac( 817)= 1.43534291

ac( 818)= 1.62365174

ac( 819)= 1.81327820

ac( 820)= 1.97430921

ac( 821)= 2.03965759

ac( 822)= 2.07983351

ac( 823)= 2.17434287

ac( 824)= 2.17897105

ac( 825)= 1.96062696

ac( 826)= 1.61646497

ac( 827)= 1.32528365

ac( 828)= 1.16461277

ac( 829)= 1.04503989

63

ac( 830)= 0.91431427

ac( 831)= 0.90809828

ac( 832)= 1.04750514

ac( 833)= 1.19606233

ac( 834)= 1.32936239

ac( 835)= 1.39144838

ac( 836)= 1.29951334

ac( 837)= 1.18337965

ac( 838)= 1.11051679

ac( 839)= 0.99717605

ac( 840)= 0.92079383

ac( 841)= 0.93989503

ac( 842)= 0.95602643

ac( 843)= 1.00015867

ac( 844)= 1.17826605

ac( 845)= 1.44916987

ac( 846)= 1.64283001

ac( 847)= 1.61268210

ac( 848)= 1.44686222

ac( 849)= 1.31166255

ac( 850)= 1.16740572

ac( 851)= 0.99270207

ac( 852)= 0.85345274

ac( 853)= 0.66444010

ac( 854)= 0.37427771

ac( 855)= 0.07646900

ac( 856)= -0.21829918

ac( 857)= -0.52749532

ac( 858)= -0.79524612

ac( 859)= -1.00707853

ac( 860)= -1.20197940

ac( 861)= -1.36163807

ac( 862)= -1.38775873

ac( 863)= -1.25827050

ac( 864)= -1.01545119

ac( 865)= -0.58590770

ac( 866)= -0.01141635

ac( 867)= 0.45454249

ac( 868)= 0.74615449

ac( 869)= 0.89908928

ac( 870)= 0.85084939

ac( 871)= 0.72651333

ac( 872)= 0.66682500

ac( 873)= 0.54047376

ac( 874)= 0.28547633

ac( 875)= 0.00979325

64

ac( 876)= -0.24568301

ac( 877)= -0.50964439

ac( 878)= -0.80085462

ac( 879)= -1.04459321

ac( 880)= -1.14959335

ac( 881)= -1.14539587

ac( 882)= -1.02311039

ac( 883)= -0.74618024

ac( 884)= -0.41501915

ac( 885)= -0.08694363

ac( 886)= 0.28807330

ac( 887)= 0.69866669

ac( 888)= 1.05894709

ac( 889)= 1.28683388

ac( 890)= 1.42137456

ac( 891)= 1.52792084

ac( 892)= 1.51189554

ac( 893)= 1.35566628

ac( 894)= 1.16489553

ac( 895)= 0.86713827

ac( 896)= 0.42984885

ac( 897)= 0.04485225

ac( 898)= -0.22642756

ac( 899)= -0.48124492

ac( 900)= -0.72363359

ac( 901)= -0.90031379

ac( 902)= -1.00800431

ac( 903)= -1.10419798

ac( 904)= -1.22631955

ac( 905)= -1.31864357

ac( 906)= -1.33352137

ac( 907)= -1.30958951

ac( 908)= -1.29176104

ac( 909)= -1.27587068

ac( 910)= -1.25351691

ac( 911)= -1.23782909

ac( 912)= -1.21891117

ac( 913)= -1.19322109

ac( 914)= -1.18362391

ac( 915)= -1.13639319

ac( 916)= -1.00124180

ac( 917)= -0.85197115

ac( 918)= -0.71409422

ac( 919)= -0.53506118

ac( 920)= -0.33218631

ac( 921)= -0.12241725

65

ac( 922)= 0.07018229

ac( 923)= 0.15166523

ac( 924)= 0.13967998

ac( 925)= 0.13666198

ac( 926)= 0.13407786

ac( 927)= 0.14979465

ac( 928)= 0.27278078

ac( 929)= 0.44977283

ac( 930)= 0.59540206

ac( 931)= 0.76055348

ac( 932)= 0.92159414

ac( 933)= 0.93929720

ac( 934)= 0.81695062

ac( 935)= 0.67376739

ac( 936)= 0.55087119

ac( 937)= 0.42416960

ac( 938)= 0.28480783

ac( 939)= 0.15407257

ac( 940)= 0.02543288

ac( 941)= -0.12860112

ac( 942)= -0.22841385

ac( 943)= -0.19025329

ac( 944)= -0.09990595

ac( 945)= -0.03269667

ac( 946)= 0.04289810

ac( 947)= 0.12017383

ac( 948)= 0.19417764

ac( 949)= 0.26965672

ac( 950)= 0.26623371

ac( 951)= 0.16009250

ac( 952)= 0.04501617

ac( 953)= -0.05123860

ac( 954)= -0.16399759

ac( 955)= -0.26469743

ac( 956)= -0.31270269

ac( 957)= -0.33253989

ac( 958)= -0.35871843

ac( 959)= -0.37879026

ac( 960)= -0.34981224

ac( 961)= -0.24908350

ac( 962)= -0.12895465

ac( 963)= -0.03953298

ac( 964)= 0.08716219

ac( 965)= 0.29675126

ac( 966)= 0.52895451

ac( 967)= 0.77011210

66

ac( 968)= 1.00249541

ac( 969)= 1.15466201

ac( 970)= 1.24640739

ac( 971)= 1.32777786

ac( 972)= 1.41757882

ac( 973)= 1.51687086

ac( 974)= 1.51996279

ac( 975)= 1.39113343

ac( 976)= 1.23661423

ac( 977)= 1.03080797

ac( 978)= 0.75050950

ac( 979)= 0.48127064

ac( 980)= 0.19498760

ac( 981)= -0.05725854

ac( 982)= -0.17082426

ac( 983)= -0.27476388

ac( 984)= -0.36814848

ac( 985)= -0.31811836

ac( 986)= -0.25787073

ac( 987)= -0.21648005

ac( 988)= -0.04858700

ac( 989)= 0.16008286

ac( 990)= 0.37871954

ac( 991)= 0.69278812

ac( 992)= 0.92892540

ac( 993)= 0.93717915

ac( 994)= 0.81666785

ac( 995)= 0.61760157

ac( 996)= 0.35517973

ac( 997)= 0.16092174

ac( 998)= 0.11702727

ac( 999)= 0.14983642

ac(1000)= 0.18720314

13.用 beam 54单元描述变截面梁的例子

作者：清华大学土木系，陆新征

/PREP7

A_HYT1=0.4 !A端

A_HYB1=0.1 !A端

B_HYT1=0.2 !B端

B_HYB1=0.1 !B端

OFFSET=0.5 !偏移

!*

67

ET,1,BEAM54

!*

!*

*SET,_RC_SET,1,

R,_RC_SET,0.08,0.0010666666666667,A_HYT1,A_HYB1,

RMODIF,_RC_SET,9,0,-OFFSET,

RMODIF,_RC_SET,14,0,

RMODIF,_RC_SET,5,0.2*0.2,0.2*0.2**3/12,B_HYT1,B_HYB1,

RMODIF,_RC_SET,11,0,-OFFSET,



RMODIF,_RC_SET,16,0, , ,

!*

*SET,_RC_SET,2,

R,_RC_SET,0.08,0.0010666666666667,A_HYB1,A_HYT1,

RMODIF,_RC_SET,9,0,OFFSET,


RMODIF,_RC_SET,5,0.2*0.2,0.2*0.2**3/12,B_HYB1,B_HYT1,

RMODIF,_RC_SET,11,0,OFFSET,



RMODIF,_RC_SET,16,0, , ,

!*

!*

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,EX,1,,200e3

MPDATA,PRXY,1,,.2

N,1,0,,,,,,

N,2,5,,,,,,

N,3,10,,,,,,

TYPE, 1

MAT, 1

REAL, 1

!*

e,1,2

REAL, 2

e,3,2

/eshap,1

EPLOT

14.变截面梁实例

/prep7

et,1,beam188

keyopt,1,8,2

keyopt,1,9,2

mp,ex,1,3.5e10

68

mp,dens,1,2549

mp,prxy,1,0.1667

sectype,1,beam,rect ! define cross section at first end point

secdata,.0001,0.5

sectype,2,beam,rect ! define cross section at far end

secdata,3,0.5

sectype,3,taper ! new Section ID for tapered beam analysis

secdata,1,0.0,0.0 ! section 1 at location (0,0,0)

secdata,2,0.0,,-20.0 ! section 2 at location (0,-20,0)

k, 1, -2.7 ,0, -27.85

k, 2, -2.7 ,0, -19

k, 3, -2.7 ,0, -13

lstr, 1, 2

lstr, 2, 3

lsel,s,,,1

latt,1,,1,,,,1

lesize,all,,,1

lmesh,all

lsel,all

lsel,s,,,2

latt,1,,1,,,,3

lesize,all,,,1

lmesh,all

/view,,1,2,3

/auto

/eshape,1

/rep

15.拱桥浇筑过程分析-单元生死应用实例

/prep7

et,1,BEAM3

mp,ex,1,2.1e11

mp,prxy,1,.3

mp,dens,1,7800

r,1,25.48e-4 ,250500E-8,1.5

K,1,,,,

K,2,10,5,,

K,3,20,0,,

LARC, 1, 3, 2

TYPE, 1

MAT, 1

REAL, 1

ESYS, 0

SECNUM,

!*

69

!*

LESIZE,ALL, , ,20, ,1, , ,1,

LMESH, 1

n,22,3.3986,6

n,23,7.695,6

n,24,12.305,6

n,25,16.601,6

e,6,22

e,10,23

e,14,24

e,18,25

e,22,23

e,23,24

e,24,25

eplot

finish

/solu

antype,0

nlgeom,on

nropt,full,,on

acel,,1,

time,1

kbc,1

nsubst,20

d,1,all

d,2,all

esel,s,,,25,27,1

ekill,all

esel,all

solve

/solu

antype,,rest,,,

time,2

nsubst,20

ealive,25

ealive,26

ealive,27

esel,all

solve

time,3

f,12,fy,-1000

solve

finish

/post26

/POST26

nSOL,2,12,u,y,

70

Xvar,2

PLVAR,1, , , , , , , , , ,

16.简支梁实体与预应力钢筋分析实例

/COM, Structural

/PREP7

egjx=2e5 !Ey

agjx=140 !单根钢绞线面积

ehnt=4e4 !Eh

xzxs=1.0e-5 !线胀系数

yjl=200000 !定义预加力

et,1,link8 !定义 link8单元

et,2,solid95 !定义 solid95单元

r,1,agjx !定义 link8单元的面积

r,2 !定义第 2种实常数

mp,ex,1,egjx !定义 link8单元的弹性模量

mp,prxy,1,0.3 !定义 link8单元的泊松系数

mp,alpx,1,1.0e-5 !定义线膨胀系数

mp,ex,2,ehnt !定义 solid95单元的弹性模量

mp,prxy,2,0.3 !定义 solid95单元的泊松系数

blc4, , ,100,200,3000 !定义梁体

/view,1,1,1,1 !定义 ISO查看

/ang,1

vplot !绘制梁体

kwpave,6 !工作平面移动到关键点 6

wpoff,-30 !工作平面移动-30mm(X)

wprot,0,0,90 !工作平面旋转

vsbw,1 !分割梁体

wpoff,0,0,-40 !工作平面移动-40mm(Z)


wpoff,0,40 !工作平面移动 40mm(Y)

wprot,0,90 !工作平面旋转

vsbw,all !分割梁体

wpstyl !关闭工作平面显示

nummrg,all,,,,low !整理

numcmp,all !压缩编号

esize,30 !定义网分时边长控制

lsel,s,,,28,38,10 !定义 line28和 38为新的选择集

latt,1,1,1 !定义选择集的属性

lmesh,all !对线划分单元

allsel,all !新的选择集为所有的实体

gplot !绘制所有的实体

vsel,s,,,all !定义所有体为选择集

vatt,2,2,2 !定义选择集的属性

mshape,0,3d !将体划分单元的形状定位 HEX

71

mshkey,1 !采用 MAPPED划分器

vmesh,all !对体进行划分单元

finish

/solu

dl,3,,all !对线 line7施加约束(UX,UY,UZ)



dl,2,,uy !对线 line4施加约束(UY)



dk,2,,,,,ux,uy !对关键点 2约束(UX,UY)

bfl,28,temp,-yjl/(xzxs*egjx*agjx) !对钢绞线施加温度


solve !求解

finish

/post1

plnsol,s,z,0,1 !绘制 Z方向的应力

etable,sigi,ls,1 !定义钢筋单元数据表

plls,sigi,sigi,1 !绘制上述应力

!finish

!/exit,nosav

17. 简单的二维焊接分析－单元生死实例

下面的命令流进行的是一个简单的二维焊接分析, 利用 ANSYS单元生死和热-结构耦合分析功能进行焊接过程仿真, 计算焊接过程中的温

度分布和应力分布以及冷却后的焊缝残余应力。

/title,Weld Analysis by "Element Birth and Death"

/prep7

/unit,si ! 采用国际单位制

!

et,1,13,4 ! 13号二维耦合单元, 同时具有温度和位移自由度

et,2,13,4

!

! 1号材料是钢

! 2号材料是铝

! 3号材料是铜

! 铝是本次分析中的焊料, 它将钢结构部分和铜结构部分焊接起来

! 下面是在几个温度点下, 各材料的弹性模量

mptemp,1,20,500,1000,1500,2000

mpdata,ex,1,1,1.93e11,1.50e11,0.70e11,0.10e11,0.01e11

mpdata,ex,2,1,1.02e11,0.50e11,0.08e11,0.001e11,0.0001e11

mpdata,ex,3,1,1.17e11,0.90e11,0.30e11,0.05e11,0.005e11

!

! 假设各材料都是双线性随动硬化弹塑性本构关系

! 下面是各材料在各温度点下的屈服应力和屈服后的弹性模量

72

tb,bkin,1,5

tbtemp,20,1

tbdata,1,1200e6,0.193e11

tbtemp,500,2

tbdata,1, 933e6,0.150e11

tbtemp,1000,3

tbdata,1, 435e6,0.070e11

tbtemp,1500,4

tbdata,1, 70e6,0.010e11

tbtemp,2000,5

tbdata,1, 7e6,0.001e11

!

tb,bkin,2,5

tbtemp,20,1

tbdata,1,800e6,0.102e11

tbtemp,500,2

tbdata,1,400e6,0.050e11

tbtemp,1000,3

tbdata,1, 70e6,0.008e11

tbtemp,1500,4

tbdata,1, 1e6,0.0001e11

tbtemp,2000,5

tbdata,1,0.1e6,0.00001e11

!

tb,bkin,3,5

tbtemp,20,1

tbdata,1,900e6,0.117e11

tbtemp,500,2

tbdata,1,700e6,0.090e11

tbtemp,1000,3

tbdata,1,230e6,0.030e11

tbtemp,1500,4

tbdata,1, 40e6,0.005e11

tbtemp,2000,5

tbdata,1, 4e6,0.0005e11

!

! 材料密度(假设为常值)

mp,dens,1,8030

mp,dens,2,4850

mp,dens,3,8900

! 热膨胀系数(假设为常值)

mp,alpx,1,1.78e-5

mp,alpx,2,9.36e-6

mp,alpx,3,1.66e-5

! 泊松比(假设为常值)

mp,nuxy,1,0.29

73

mp,nuxy,2,0.30

mp,nuxy,3,0.30

! 热传导系数(假设为常值)

mp,kxx,1,16.3

mp,kxx,2,7.44

mp,kxx,3,393

! 比热(假设为常值)

mp,c,1,502

mp,c,2,544

mp,c,3,385

! 热膨胀系数(假设为常值)

! 由于该 13号单元还有磁自由度, 此处假设一磁特性, 但并不影响我们所关心的结果

mp,murx,1,1

mp,murx,2,1

mp,murx,3,1

! 假设焊料(铝)焊上去后的初始温度是 1500

mp,reft,1,20

mp,reft,2,1500

mp,reft,3,20

!

! 下面建立几何模型

csys,0

k,1,0,0,0

k,2,0.5,0,0

k,3,1,0,0

k,4,0,0.3,0

k,5,0.35,0.3,0

k,6,0.65,0.3,0

k,7,1,0.3,0

a,1,2,5,4

a,2,6,5

a,2,3,7,6

! 划分单元

esize,0.025

type,2

mat,2

amesh,2

esize,0.05

type,1

mat,1

amesh,1

mat,3

amesh,3

eplot

!

/solu

74

antype,4 ! 瞬态分析

trnopt,full

!

! 在模型的左边界加位移约束

nsel,all

*get,minx,node,,mnloc,x

nsel,s,loc,x,minx

d,all,ux,0

*get,miny,node,,mnloc,y

nsel,r,loc,y,miny

d,all,uy,0

!

! 假设在模型的左右边界处温度始终保持在 20 , 其它边界条件如对流、辐射等都可

! 施加，此处因只是示意而已，故只施加恒温边界条件。

nsel,all

*get,minx,node,,mnloc,x

nsel,s,loc,x,minx

d,all,temp,20

nsel,all

*get,maxx,node,,mxloc,x

nsel,s,loc,x,maxx

d,all,temp,20

!

! 由于第二个面是焊料所在区域，因此，首先将该区域的单元"死"掉

nna=2

esel,all

*get,emax,elem,,num,max

asel,s,area,,nna

esla

*get,nse,elem,,count

*dim,ne,,nse

*dim,nex,,nse

*dim,ney,,nse

*dim,neorder,,nse

mine=0

! 下面的 DO循环用于将焊料区的单元按其形心 Y坐标排序，以便后面

! 模拟焊料由下向上逐步"生长"的过程

*do,i1,1,nse

esel,u,elem,,mine

*get,nse1,elem,,count

ii=0

*do,i,1,emax

*if,esel(i),eq,1,then

ii=ii+1

ne(ii)=i

*endif

75

*enddo

*do,i,1,nse1

*get,ney(i),elem,ne(i),cent,y

*get,nex(i),elem,ne(i),cent,x

*enddo

miny=1e20

minx=1e20

*do,i,1,nse1

*if,ney(i),lt,miny,then

miny=ney(i)

minx=nex(i)

mine=ne(i)

*else

*if,ney(i),eq,miny,then

*if,nex(i),lt,minx,then

miny=ney(i)

minx=nex(i)

mine=ne(i)

*endif

*endif

*endif

*enddo

neorder(i1)=mine

*enddo

!

max_tem=1500 ! 按照前面假设，焊料的初始温度为 1500

dt1=1e-3 ! 用于建立初始条件的一个很小的时间段

dt=5 ! 焊接一个单元所需的时间

t=0 ! 起始时间

esel,all

eplot

/auto,1

/replot

*do,i,1,nse

ekill,neorder(i)

esel,s,live

eplot

*enddo

allsel,all

outres,all,all

ic,all,temp,20

kbc,1

timint,0,struct

timint,1,therm

timint,0,mag

tintp,0.005,,,1,0.5,0.2

76

!

!

nsub1=2

nsub2=40

*do,i,1,nse

ealive,neorder(i)

esel,s,live

eplot

esel,all

! 下面的求解用于建立温度的初始条件

t=t+dt1

time,t

nsubst,1

*do,j,1,4

d,nelem(neorder(i),j),temp,max_tem

*enddo

solve

! 下面的求解用于保证初始的升温速度为零

t=t+dt1

time,t

solve

! 下面的步骤用于求解温度分布

*do,j,1,4

ddele,nelem(neorder(i),j),temp

*enddo

t=t+dt-2*dt1

time,t

nsubst,nsub1

solve

*enddo

t=t+50000

time,t

nsubst,nsub2

solve

finish

/post1

! 下面的一系列命令用于生成应力的动画文件

/seg,dele

/cont,1,15,0,1200e6/16,1200e6

/dscale,1,1.0

avprin,0,0

avres,1

/seg,multi,stress,0.1

77

esel,all

*do,i,1,nse

esel,u,elem,,neorder(i)

*enddo

*do,i,1,nse

esel,a,elem,,neorder(i)

set,(i-1)*3+1,1

plnsol,s,eqv

*do,j,1,nsub1

set,(i-1)*3+3,j

plnsol,s,eqv

*enddo

*enddo

*do,i,1,nsub2

set,(nse-1)*3+4,i

plnsol,s,eqv

*enddo

/seg,off,stress,0.1

/anfile,save,stress,avi

! 下面的一系列命令用于生成温度的动画文件

/seg,dele

/cont,1,15,0,1500/16,1500

/dscale,1,1.0

avprin,0,0

avres,1

/seg,multi,temp,0.1

esel,all

*do,i,1,nse

esel,u,elem,,neorder(i)

*enddo

*do,i,1,nse

esel,a,elem,,neorder(i)

set,(i-1)*3+1,1

plnsol,temp

*do,j,1,nsub1

set,(i-1)*3+3,j

plnsol,temp

*enddo

*enddo

*do,i,1,nsub2

set,(nse-1)*3+4,i

plnsol,temp

*enddo

/seg,off,temp,0.1

78

/anfile,save,temp,avi

finish

18.隧道开挖（三维）的命令流

FINI

/CLE

/FILENAME,'TUNNEL'

/UNIT,SI

/CONFIG,NRES,1E6

!---------------------------------------------------------------------------------------------------

-----------------!

!*

TM_YS=16*1E9

MU_YS=0.24

C_YS=1.80*1E6

FI_YS=43

MD_YS=0.027*1E6/10

!*

!*C20

TM_GXW=26*1E9

MU_GXW=0.21

C_GXW=2.4*1E6

FI_GXW=50

MD_GXW=0.02235*1E6/10

!*

!* C10*!

TM_HNT=22*1E9

MU_HNT=0.20

C_HNT=1.73*1E6

FI_HNT=49

MD_HNT=0.024*1E6/10

!*

TM_MG=TM_YS

MU_MG=MU_YS

MD_MG=MD_YS

NT_MG=90*1E3

C_MG=C_YS*1.10

FI_MG=FI_YS+5

ZH_MG=NT_MG/(1.2*1*1)

!---------------------------------------------------------------------------------------------------

-------------------!

!*

R_HJ=6.230

H_ZQ=2.670

79

L_ZTZ=40

L_YTZ=40

Y_YJMIN=400

Y_YJMAX=415

L_YJ=Y_YJMAX-Y_YJMIN

L_MG=3.5

JJ_MG=5.0

PJ_MG=5.0

H_CENDB=1.47

PD=2/1000

W_GXW=0.2

H_JS=831

DMJL_SD=40

H_CTOB=1.47

*DIM,CEN_ZSD,ARRAY,2,1

*DIM,CEN_YSD,ARRAY,2,1

CEN_ZSD(1,1)=-DMJL_SD/2,880

CEN_YSD(1,1)=DMJL_SD/2,880 !+H_CTOB

H_ZQ=2.67

FLAG_RD=3

JL_RD=5

*DIM,Z_RDCC,ARRAY,3,2

Z_RDCC(1,1)=3,3,3

Z_RDCC(1,2)=CEN_ZSD(1,1),CEN_ZSD(2,1)+R_HJ+JL_RD+Z_RDCC(2,1)/2,L_ZTZ+7.5

*DIM,Y_RDCC,ARRAY,3,2

Y_RDCC(1,1)=3,3,3

Y_RDCC(1,2)=CEN_YSD(1,1),CEN_YSD(2,1)+R_HJ+JL_RD+Y_RDCC(2,1)/2,L_ZTZ+7.5

!*

*DIM,DBKZDX,ARRAY,9,1

*DIM,DBKZDZ,ARRAY,(Y_YJMAX-Y_YJMIN)/PJ_MG+3,1

DBKZDX(1,1)=-150,-64,-38,-20,0,20,42,64,150

DBKZDZ(1,1)=0,L_ZTZ

DBKZDZ((Y_YJMAX-Y_YJMIN)/PJ_MG+3,1)=L_ZTZ+Y_YJMAX-Y_YJMIN+L_YTZ

*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG

DBKZDZ(I+2,1)=L_ZTZ+PJ_MG*I

*ENDDO

*DIM,DBKZDGC,ARRAY,9,(Y_YJMAX-Y_YJMIN)/PJ_MG+3

DBKZDGC(1,1)=929,915,915,920,925,930,937,940,940

DBKZDGC(1,2)=929,915,915,920,925,930,937,940,940

DBKZDGC(1,3)=929,915,915,920,925,930,937,940,940

DBKZDGC(1,4)=929,915,915,920,925,930,937,940,940

DBKZDGC(1,5)=929,915,915,920,925,930,937,940,940

DBKZDGC(1,6)=929,915,915,920,925,930,937,940,940

!*************************************************************************************!

!*

!---------------------------------------------------------------------------------------------------

80

-------------------!

/PREP7

ET,1,95

ET,2,43

KEYOPT,2,5,2

R,1,W_GXW

MP,EX,7,TM_YS

MP,PRXY,7,MU_YS

MP,DENS,7,MD_YS

MP,EX,1,TM_YS

MP,PRXY,1,MU_YS

MP,DENS,1,MD_YS

MP,EX,2,TM_GXW

MP,PRXY,2,MU_GXW

MP,DENS,2,MD_GXW

MP,EX,3,TM_MG

MP,PRXY,3,MU_MG

MP,DENS,3,MD_MG

MP,EX,4,TM_HNT

MP,PRXY,4,MU_HNT

MP,DENS,4,MD_HNT

MP,EX,5,TM_YS

MP,PRXY,5,MU_YS

MP,DENS,5,MD_YS

MP,EX,6,TM_YS

MP,PRXY,6,MU_YS

TB,DP,1,,,

TBMODIF,1,1,C_YS

TBMODIF,1,2,FI_YS

TB,DP,2,,,

TBMODIF,1,1,C_GXW

TBMODIF,1,2,FI_GXW

TB,DP,3,,,

TBMODIF,1,1,C_MG

TBMODIF,1,2,FI_MG

TB,DP,4,,,

TBMODIF,1,1,C_HNT

TBMODIF,1,2,FI_HNT

TB,DP,5,,,

TBMODIF,1,1,C_YS

TBMODIF,1,2,FI_YS

TB,DP,6,,,

TBMODIF,1,1,C_YS

TBMODIF,1,2,FI_YS

!**************************************************!

81

MAT_YS=1

MAT_GXW=2

MAT_MG=3

MAT_DB=4

MAT_SD=5

MAT_MGKW=6

MAT_TXYS=1

KBEGIN=0

*DO,I,1,9-1

*DO,J,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1

K,KBEGIN+1,DBKZDX(I,1),H_JS,DBKZDZ(J,1)

K,KBEGIN+2,DBKZDX(I,1),DBKZDGC(I,J),DBKZDZ(J,1)

K,KBEGIN+3,DBKZDX(I,1),DBKZDGC(I,J+1),DBKZDZ(J+1,1)

K,KBEGIN+4,DBKZDX(I,1),H_JS,DBKZDZ(J+1,1)

K,KBEGIN+5,DBKZDX(I+1,1),H_JS,DBKZDZ(J,1)

K,KBEGIN+6,DBKZDX(I+1,1),DBKZDGC(I+1,J),DBKZDZ(J,1)

K,KBEGIN+7,DBKZDX(I+1,1),DBKZDGC(I+1,J+1),DBKZDZ(J+1,1)

K,KBEGIN+8,DBKZDX(I+1,1),H_JS,DBKZDZ(J+1,1)

V,KBEGIN+1,KBEGIN+2,KBEGIN+3,KBEGIN+4,KBEGIN+5,KBEGIN+6,KBEGIN+7,KBEGIN+8

KBEGIN=KBEGIN+8

*ENDDO

*ENDDO

ALLS

VGLUE,ALL

NUMCMP,ALL

VATT,MAT_YS

!*

CYL4,CEN_ZSD(1,1),CEN_ZSD(2,1),R_HJ+L_MG,180,,,L_ZTZ+L_YTZ+Y_YJMAX-Y_YJMIN

CYL4,CEN_YSD(1,1),CEN_YSD(2,1),R_HJ+L_MG,180,,,L_ZTZ+L_YTZ+Y_YJMAX-Y_YJMIN

BLOCK,CEN_ZSD(1,1)-R_HJ-L_MG,CEN_ZSD(1,1)+R_HJ+L_MG,CEN_ZSD(2,1)-H_ZQ,CEN_ZSD(2,1),DBKZDZ(1,1),DBKZD

Z((Y_YJMAX-Y_YJMIN)/PJ_MG+3,1)

BLOCK,CEN_YSD(1,1)-R_HJ-L_MG,CEN_YSD(1,1)+R_HJ+L_MG,CEN_YSD(2,1)-H_ZQ,CEN_YSD(2,1),DBKZDZ(1,1),DBKZD

Z((Y_YJMAX-Y_YJMIN)/PJ_MG+3,1)

!*

VSEL,ALL

VSEL,S,MAT,,MAT_YS

CM,V_BSUB,VOLU

VSEL,INVE

CM,V_SUB,VOLU

ALLS

VSBV,V_BSUB,V_SUB

CMDEL,V_BSUB

CMDEL,V_SUB

ALLS

82

NUMCMP,ALL

VATT,MAT_YS

!*

*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1

WPAVE,CEN_ZSD(1,1),CEN_ZSD(2,1),DBKZDZ(I,1)

CYL4,0,0,R_HJ+L_MG,180,R_HJ,,DBKZDZ(I+1,1)-DBKZDZ(I,1)

CYL4,0,0,R_HJ,180,,,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ,R_HJ,-H_CTOB,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ,R_HJ,-H_ZQ,-H_CTOB,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ-L_MG,-R_HJ,-H_ZQ,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,R_HJ,R_HJ+L_MG,-H_ZQ,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

WPAVE,CEN_YSD(1,1),CEN_YSD(2,1),DBKZDZ(I,1)

CYL4,0,0,R_HJ+L_MG,180,R_HJ,,DBKZDZ(I+1,1)-DBKZDZ(I,1)

CYL4,0,0,R_HJ,180,,,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ,R_HJ,-H_CTOB,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ,R_HJ,-H_ZQ,-H_CTOB,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,-R_HJ-L_MG,-R_HJ,-H_ZQ,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

BLOCK,R_HJ,R_HJ+L_MG,-H_ZQ,0,0,DBKZDZ(I+1,1)-DBKZDZ(I,1)

*ENDDO

ALLS

VGLUE,ALL

NUMCMP,ALL

CM,ROCK,VOLU

WPAVE,0,0,0

*IF,FLAG_RD,EQ,-1,OR,FLAG_RD,EQ,2,THEN

VSTART=1000

NUMSTR,VOLU,VSTART

BLOCK,Z_RDCC(1,2)-Z_RDCC(1,1)/2,Z_RDCC(1,2)+Z_RDCC(1,1)/2,Z_RDCC(2,2)-Z_RDCC(2,1)/2,Z_RDCC(2,2)+Z_R

DCC(2,1)/2,Z_RDCC(3,2)-Z_RDCC(3,1)/2,Z_RDCC(3,2)+Z_RDCC(3,1)/2

VSBV,ROCK,VSTART

NUMCMP,VOLU

ALLS

CMDEL,ROCK

CM,ROCK,VOLU

*ENDIF

*IF,FLAG_RD,EQ,1,OR,FLAG_RD,EQ,2,THEN

VSTART=1000

NUMSTR,VOLU,VSTART

BLOCK,Y_RDCC(1,2)-Y_RDCC(1,1)/2,Y_RDCC(1,2)+Y_RDCC(1,1)/2,Y_RDCC(2,2)-Y_RDCC(2,1)/2,Y_RDCC(2,2)+Y_R

DCC(2,1)/2,Y_RDCC(3,2)-Y_RDCC(3,1)/2,Y_RDCC(3,2)+Y_RDCC(3,1)/2

VSBV,ROCK,VSTART

NUMCMP,VOLU

ALLS

CMDEL,ROCK

83

CM,ROCK,VOLU

*ENDIF

ALLS

NUMCMP,ALL

!*

!---------------------------------------------------------------------------------------------------

-------------------!

!*

ALLS

VATT,MAT_YS

ALLS

VSEL,S,LOC,X,CEN_ZSD(1,1)-1E-7,CEN_ZSD(1,1)+1E-7

CM,CM_TEMPV,VOLU

ASLV,R

ASEL,R,LOC,Y,CEN_ZSD(2,1)-H_ZQ-1E-7,CEN_ZSD(2,1)-H_ZQ+1E-7

VSLA,R

CM,CM_ZDB,VOLU

CMSEL,S,CM_TEMPV

ASLV,S

ASEL,R,LOC,Y,CEN_ZSD(2,1)-1E-7,CEN_ZSD(2,1)+1E-7

ASEL,U,LOC,X,CEN_ZSD(1,1)-R_HJ,CEN_ZSD(1,1)-R_HJ-L_MG

ASEL,U,LOC,X,CEN_ZSD(1,1)+R_HJ,CEN_ZSD(1,1)+R_HJ+L_MG

VSLA,R

CM,CM_ZSD,VOLU

CMSEL,S,CM_ZSD

CMSEL,A,CM_ZDB

VATT,MAT_SD

CM,CM_ZSDKW,VOLU

ALLS

CMSEL,S,CM_TEMPV

VSEL,U,MAT,,MAT_SD

ASLV,R

ASEL,R,LOC,Y,CEN_ZSD(2,1)

VSEL,ALL

VSLA,R

VATT,MAT_MGKW

CM,CM_ZMG,VOLU

!右隧道

ALLS

VSEL,S,LOC,X,CEN_YSD(1,1)-1E-7,CEN_YSD(1,1)+1E-7

CM,CM_TEMPV,VOLU

ASLV,R

ASEL,R,LOC,Y,CEN_YSD(2,1)-H_ZQ-1E-7,CEN_YSD(2,1)-H_ZQ+1E-7

VSLA,R

CM,CM_YDB,VOLU

CMSEL,S,CM_TEMPV

84

ASLV,S

ASEL,R,LOC,Y,CEN_YSD(2,1)-1E-7,CEN_YSD(2,1)+1E-7

ASEL,U,LOC,X,CEN_YSD(1,1)-R_HJ,CEN_YSD(1,1)-R_HJ-L_MG

ASEL,U,LOC,X,CEN_YSD(1,1)+R_HJ,CEN_YSD(1,1)+R_HJ+L_MG

VSLA,R

CM,CM_YSD,VOLU

CMSEL,S,CM_YSD

CMSEL,A,CM_YDB

VATT,MAT_SD

CM,CM_YSDKW,VOLU

ALLS

CMSEL,S,CM_TEMPV

VSEL,U,MAT,,MAT_SD

ASLV,R

ASEL,R,LOC,Y,CEN_YSD(2,1)

VSEL,ALL

VSLA,R

VATT,MAT_MGKW

CM,CM_YMG,VOLU

ALLS

CMDEL,CM_TEMPV

ALLS

ASEL,S,LOC,X,DBKZDX(1,1)

ASEL,A,LOC,X,DBKZDX(9,1)

DA,ALL,UX,0

ALLS

ASEL,S,LOC,Z,DBKZDZ(1,1)

ASEL,A,LOC,Z,DBKZDZ((Y_YJMAX-Y_YJMIN)/PJ_MG+3,1)

DA,ALL,UZ,0

ALLS

ASEL,S,LOC,Y,H_JS

DA,ALL,ALL

ALLS

LTS_ZD=2

LTS_YD=2

*DIM,ZLT_HFX,ARRAY,LTS_ZD,1

ZLT_HFX(1,1)=5,3 !4,2

*DIM,YLT_HFX,ARRAY,LTS_YD,1

YLT_HFX(1,1)=5,3 !4,2

*DIM,LT_HFZ,ARRAY,(Y_YJMAX-Y_YJMIN)/PJ_MG+2

LT_HFZ(1,1)=4

*DO,I,2,(Y_YJMAX-Y_YJMIN)/PJ_MG+1

LT_HFZ(I,1)=2 !PJ_MG

85

*ENDDO

LT_HFZ((Y_YJMAX-Y_YJMIN)/PJ_MG+2,1)=4 !10

*DO,J,1,LTS_ZD


X_VCEN=(DBKZDX(J,1)+DBKZDX(J+1,1))/2

Z_VCEN=(DBKZDZ(I,1)+DBKZDZ(I+1,1))/2

VSEL,S,LOC,X,X_VCEN-1E-7,X_VCEN+1E-7

VSEL,R,LOC,Z,Z_VCEN-1E-7,Z_VCEN+1E-7

ASLV,R

LSLA,R

CM,CM_HFX,LINE

LSEL,R,LOC,X,X_VCEN

LESIZE,ALL,,,ZLT_HFX(J,1),,1

CMSEL,S,CM_HFX

LSEL,R,LOC,Z,Z_VCEN

LESIZE,ALL,,,LT_HFZ(I,1),,1

CMSEL,S,CM_HFX

LSEL,U,LOC,X,X_VCEN

LSEL,U,LOC,Z,Z_VCEN

LESIZE,ALL,,,9,,1

CMSEL,S,CM_HFX

MSHAPE,0,3D

MSHKEY,1

VMESH,ALL

ALLS

*ENDDO

!右端


X_VCEN=(DBKZDX(9-J+1,1)+DBKZDX(9-J,1))/2


VSEL,S,LOC,X,X_VCEN-1E-7,X_VCEN+1E-7


ASLV,R

LSLA,R

CM,CM_HFX,LINE

LSEL,R,LOC,X,X_VCEN

LESIZE,ALL,,,YLT_HFX(J,1),,1

CMSEL,S,CM_HFX

LSEL,R,LOC,Z,Z_VCEN


CMSEL,S,CM_HFX

LSEL,U,LOC,X,X_VCEN

LSEL,U,LOC,Z,Z_VCEN

LESIZE,ALL,,,10,,1

CMSEL,S,CM_HFX

86

MSHAPE,0,3D

MSHKEY,1

VMESH,ALL

ALLS

*ENDDO

*ENDDO


CMSEL,S,CM_ZSDKW

ASLV,R

LSLA,R

X_VCEN=CEN_ZSD(1,1)



CM,CM_VMESH,VOLU

ASLV,R

LSLA,R

CM,CM_HFX,LINE

ALLS

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN-1E-7,X_VCEN-R_HJ+1E-7

LESIZE,ALL,,,2,,1

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN+1E-7,X_VCEN+R_HJ-1E-7

LESIZE,ALL,,,2,,1

ALLS

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN-1E-7,X_VCEN+1E-7

LSEL,U,LOC,Z,Z_VCEN

LESIZE,ALL,2

ALLS

CMSEL,S,CM_HFX

LSEL,R,LOC,Z,Z_VCEN


ALLS

CMSEL,S,CM_HFX

LSEL,U,LOC,X,X_VCEN

LSEL,U,LOC,X,X_VCEN-1E-7,X_VCEN-R_HJ+1E-7

LSEL,U,LOC,X,X_VCEN+1E-7,X_VCEN+R_HJ-1E-7

LSEL,U,LOC,Z,Z_VCEN

LESIZE,ALL,,,1,,1

87

ALLS

ALLS

CMSEL,S,CM_VMESH

MSHAPE,0,3D

VSWEEP,ALL

ALLS

*ENDDO

CMSEL,S,CM_ZMG

ESIZE,2

VSWEEP,ALL

ALLS


CMSEL,S,CM_YSDKW

ASLV,R

LSLA,R

X_VCEN=CEN_YSD(1,1)



CM,CM_VMESH,VOLU

ASLV,R

LSLA,R

CM,CM_HFX,LINE

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN-1E-7,X_VCEN-R_HJ+1E-7

LESIZE,ALL,,,2,,1

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN+1E-7,X_VCEN+R_HJ-1E-7

LESIZE,ALL,,,2,,1

CMSEL,S,CM_HFX

LSEL,R,LOC,X,X_VCEN-1E-7,X_VCEN+1E-7

LSEL,U,LOC,Z,Z_VCEN

LSEL,U,LOC,Y,CEN_YSD(2,1)-H_CTOB

LESIZE,ALL,2

CMSEL,S,CM_HFX

LSEL,R,LOC,Z,Z_VCEN


CMSEL,S,CM_HFX

LSEL,U,LOC,X,X_VCEN

88

LSEL,U,LOC,X,X_VCEN-1E-7,X_VCEN-R_HJ+1E-7

LSEL,U,LOC,X,X_VCEN+1E-7,X_VCEN+R_HJ-1E-7

LSEL,U,LOC,Z,Z_VCEN

LESIZE,ALL,,,1,,1

ALLS

CMSEL,S,CM_VMESH

MSHAPE,0,3D

VSWEEP,ALL

ALLS

CMSEL,S,CM_YMG

ESIZE,2


VSWEEP,ALL

ALLS

*ENDDO

ALLS

VSEL,U,MAT,,MAT_SD

VSEL,U,MAT,,MAT_MGKW

VSEL,R,LOC,X,DBKZDX(LTS_ZD+1,1),DBKZDX(9-LTS_YD,1)

CM,CM_VMESH,VOLU

!*

VSEL,S,,,CM_VMESH

VSEL,R,LOC,X,DBKZDX(LTS_ZD+1,1),DBKZDX(LTS_ZD+2,1)

ASLV,S

LSLA,S

LSEL,R,LOC,X,(DBKZDX(LTS_ZD+1,1)+DBKZDX(LTS_ZD+2,1))/2

LESIZE,ALL,,,5

!*

VSEL,S,,,CM_VMESH


ASLV,S

LSLA,S


LESIZE,ALL,,,3

ALLS

!*

VSEL,S,,,CM_VMESH


ASLV,S

LSLA,S

89


LESIZE,ALL,,,3

!*

VSEL,S,,,CM_VMESH


ASLV,S

LSLA,S


LESIZE,ALL,,,5

ALLS

!*

ALLS


!CMSEL,S,CM_VMESH

VSEL,S,,,CM_VMESH

VSEL,R,LOC,Z,DBKZDZ(I,1),DBKZDZ(I+1,1)


CM,CM_NEXTV,VOLU

CMSEL,S,CM_NEXTV

ESIZE,4

VSWEEP,ALL

ALLS

*ENDDO

ALLS

LSEL,S,LOC,X,Y_RDCC(1,2)-Y_RDCC(1,1)/2-1E-7,Y_RDCC(1,2)+Y_RDCC(1,1)/2+1E-7

LSEL,R,LOC,Y,Y_RDCC(2,2)-Y_RDCC(2,1)/2-1E-7,Y_RDCC(2,2)+Y_RDCC(2,1)/2+1E-7

LSEL,R,LOC,Z,Y_RDCC(3,2)-Y_RDCC(3,1)/2-1E-7,Y_RDCC(3,2)+Y_RDCC(3,1)/2+1E-7

LESIZE,ALL,1

ALLS


VSEL,S,,,CM_VMESH

VSEL,R,LOC,Z,DBKZDZ(I,1),DBKZDZ(I+1,1)

CM,CM_NEXTV,VOLU

CMSEL,S,CM_NEXTV

VSEL,R,LOC,X,DBKZDX(LTS_ZD+3,1),DBKZDX(LTS_ZD+3+2,1)

ESIZE,4

VSWEEP,ALL

ALLS

*ENDDO

ALLS

90

VSEL,S,,,CM_ZSDKW

ASLV,R

VSEL,S,,,CM_ZMG

ASLV,R

CM,CM_ZGXW,AREA

TYPE,2

MAT,MAT_GXW

AMESH,ALL

ALLS

VSEL,S,,,CM_YSDKW

ASLV,R

VSEL,S,,,CM_YMG

ASLV,R

CM,CM_YGXW,AREA

TYPE,2

MAT,MAT_GXW

AMESH,ALL

ALLS

NUMCMP,ALL

ALLS

MPCHG,MAT_TXYS,ALL

ALLS

SAVE,TNLMESH,DB

!------------------------------------------------------- 开始求解

---------------------------------------!

/SOLU

!*

ACEL,,9.8

ANTYPE,STATIC,NEW

TIME,1

NROPT,FULL

AUTOTS,ON

DELTIM,0.5,0.01,0.5

LNSRCH,ON

PRED,ON

ISWRITE,1

ALLS

!*

ALLS

ESEL,S,TYPE,,2

EKILL,ALL

!*

ALLS

91

SOLV

FINI

!*

/CLE

/FILNAME,CALTUN

/PREP7

RESUME,TNLMESH,DB

FINI

!*

/SOLU

!*

ACEL,,9.8

!*

ANTYPE,STATIC,NEW

TIME,1

NROPT,FULL

AUTOTS,ON

DELTIM,0.5,0.01,0.5

LNSRCH,ON

PRED,ON

ESEL,U,TYPE,,2

ISFILE,READ,TUNNEL,IST,,0

!*

ALLS

ESEL,S,TYPE,,2

EKILL,ALL!*

CNVTOL,F,0.05

ALLS

!*

SOLV

!---------------------------------------------------------------------- 开挖模拟

---------------------------------------------------!

!----------------------------------- 第一步开挖，这一步没有支护 ----------------------------------!

ALLS

VSEL,S,,,CM_ZSDKW

VSEL,A,,,CM_YSDKW

VSEL,R,LOC,Z,DBKZDZ(1,1),DBKZDZ(2,1)

ESLV,R

!ESEL,A,TYPE,,2

EKILL,ALL

TIME,2

NROPT,FULL

AUTOTS,ON

DELTIM,0.3,0.001,0.5

92

LNSRCH,ON

PRED,ON

NCNV,2

ALLS

SOLV

SAVE,KW-1,DB

!*

!---------------------------- 循环做第二步到第五步的开挖，第一步到第四步的支护 ----------------------------!

!*

ALLS

ESEL,S,TYPE,,2

EKILL,ALL

!---------------------------- 第 I步开挖,第 I-1步支护 ---------------------!

*DIM,KWD_TOU,ARRAY,4

*DIM,KWD_WEI,ARRAY,4

*DIM,ZHD_TOU,ARRAY,4

*DIM,ZHD_WEI,ARRAY,4

KWD_TOU(1,1)=3,4,5,6

KWD_WEI(1,1)=2,3,4,5

ZHD_TOU(1,1)=2,3,4,5

ZHD_WEI(1,1)=1,2,3,4

*DO,I,1,4

!*

TOU=KWD_TOU(I,1)

WEI=KWD_WEI(I,1)

!*

ALLS

VSEL,S,,,CM_ZSDKW

VSEL,A,,,CM_YSDKW

VSEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)

ESLV,R

EKILL,ALL

!*

!*

TOU=ZHD_TOU(I,1)

WEI=ZHD_WEI(I,1)

!*

ALLS

VSEL,S,,,CM_ZDB

VSEL,A,,,CM_YDB


ESLV,R

EALIVE,ALL

MPCHG,MAT_DB,ALL

!*

ALLS

93

VSEL,S,,,CM_ZMG

VSEL,A,,,CM_YMG


ESLV,R

MPCHG,MAT_MG,ALL

!*

ALLS

ASEL,S,,,CM_ZGXW

ASEL,A,,,CM_YGXW

ASEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)

ESLA,R

EALIVE,ALL

MPCHG,MAT_GXW,ALL

!*

ALLS

ASEL,S,,,CM_ZGXW

ASEL,A,,,CM_YGXW


ESLA,S

SFE,ALL,,PRES,,ZH_MG

ALLS

!*

TIME,I+2

NROPT,FULL

AUTOTS,ON

DELTIM,0.3,0.001,0.5

LNSRCH,ON

PRED,ON

NCNV,2

!OUTRES,ALL,ALL

ALLS

SOLV

SAVE,KW-%I+1%,DB

!*

*ENDDO

!----------------------------------- 第 5步支护，这一步没有开挖 ----------------------------------!

TOU=6

WEI=5

!*

ALLS

VSEL,S,,,CM_ZDB

VSEL,A,,,CM_YDB


ESLV,R

EALIVE,ALL

MPCHG,MAT_DB,ALL

94

!*

ALLS

VSEL,S,,,CM_ZMG

VSEL,A,,,CM_YMG


ESLV,R

MPCHG,MAT_MG,ALL

!*

ALLS

ASEL,S,,,CM_ZGXW

ASEL,A,,,CM_YGXW


ESLA,R

EALIVE,ALL

MPCHG,MAT_GXW,ALL

ALLS

ASEL,S,,,CM_ZGXW

ASEL,A,,,CM_YGXW


SFA,ALL,,PRES,ZH_MG

ALLS

!*

ALLS

TIME,7

NROPT,FULL

AUTOTS,ON

DELTIM,0.3,0.01,0.5

LNSRCH,ON

PRED,ON

!OUTRES,ALL,ALL

ALLS

SOLV

SAVE,KW-6,DB

/EXIT,NOSAVE

19.岩土接触分析实例

例子 1是为了获得初始应力，计算可以完成。命令流为：

!以便获得初始应力，收敛！！考虑土与岩石之间的摩擦，点面接触

fini !考虑土体的相互作用。自由划分网格，局部细化,不收敛！！！！！！！！！！！

/cle

/filname,diji11

/title,地基应力、应变的分布规律

/units,si

/PREP7

95

!ET,1,PLANE2

ET,1,PLANE42

KEYOPT,1,3,2

KEYOPT,1,5,0

KEYOPT,1,6,0

MP,EX,1,8e9 !岩石性质

MP,PRXY,1,0.29

MP,DENS,1,2600

MP,EX,2,5.0e7 !风化槽土体性质?

MP,PRXY,2,0.25

TB,dp,2

TBDATA,1,15e3,20,0

MP,DENS,2,2000

et,2,contac48,,,1

mp,mu,3,2.5

r,1,5.0e7,5.0e6,0.01,1.0,0.001,0.001

r,2,5.0e7,5.0e6,0.01,1.0,0.001,0.001

K,1,0,0,0,

K,2,2.5,-12,0,

K,3,6.5,-12,0,

K,4,13.5,-26.5,0,

K,5,20,-30,0,

K,6,24.5,-27,0,

K,7,31.5,-12,0

K,8,35.5,-12,0,

K,9,38,0,0,

k,10,-40,0,0,

k,11,-40,-60,0,

k,12,80,-60,0,

k,13,80,0,0,

K,14,6.5,-12,0,

K,15,13.5,-26.5,0,

K,16,20,-30,0,

K,17,24.5,-27,0,

K,18,31.5,-12,0

*do,i,1,8

lstr,i,i+1

*enddo

LSTR,1,10

*do,i,10,12

lstr,i,i+1

*enddo

96

LSTR,13,9

*do,i,14,17

lstr,i,i+1

*enddo

LARC,14,18,16,14.57

FLST,2,13,4

*do,i,1,13

FITEM,2,i

*enddo

AL,P51X

FLST,2,5,4

*do,i,14,18

FITEM,2,i

*enddo

AL,P51X

asel,s,area,,1

aatt,1,,1

asel,s,area,,2

aatt,2,,1

esize,4

asel,all

amesh,all

lsel,s,line,,3,4,1

nsll,s,1

CM,_TARGET1,node

lsel,s,line,,14,15,1

nsll,s,1

CM,_CONTACT1,node

lsel,s,line,,5,6,1

nsll,s,1

CM,_TARGET2,node


nsll,s,1

CM,_CONTACT2,node

TYPE,2

mat,3

real,1

gcgen,_CONTACT1,_TARGET1

real,2


fini

97

FINISH

/SOLU

antype,static

nlgeom,on

nropt,full,,off

neqit,40

pred,on

autots,on

time,1

nsubst,100,1000,10

alls

LSEL,s,line,,10,12,2

CM,_Y,LINE

CMSEL,,_Y

DL,_Y, ,ux,0,0

LSEL,s,line,,11

CM,_Y,LINE

CMSEL,,_Y

DL,_Y, ,uy,0,0

alls

acel,,9.8

iswrite,on

lnsrch,on

outres,all,all

solve

例 2：

!读入初始应力，收敛！！考虑土和混凝土与岩石之间的摩擦，点面接触

fini !考虑土体和混凝土之间的相互作用。不收敛！！！！！！！！！！！

/cle

/filname,diji

/title,地基应力、应变的分布规律

/units,si

/PREP7

ET,1,PLANE42

KEYOPT,1,3,2

KEYOPT,1,5,0

KEYOPT,1,6,0

MP,EX,1,8e9 !岩石性质

MP,PRXY,1,0.29

MP,DENS,1,2600

MP,EX,2,5.0e7 !风化槽土体性质?

MP,PRXY,2,0.25

98

TB,dp,2

TBDATA,1,15e3,20,0

MP,DENS,2,2000

MP,EX,3,2.55e10 !混凝土性质

MP,PRXY,3,0.167

MP,DENS,3,2400

et,2,contac48,,,1

mp,mu,4,2.5

mp,mu,5,4.5

mp,mu,6,3.0

r,1,5.0e7,5.0e6,0.01,1.0,0.001,0.001

r,2,5.0e7,5.0e6,0.01,1.0,0.001,0.001

r,3,8.0e9,8.0e8,0.01,1.0,0.001,0.001

r,4,8.0e9,8.0e8,0.01,1.0,0.001,0.001

r,5,5.0e7,5.0e6,0.01,1.0,0.001,0.001

K,1,0,0,0,

K,2,2.5,-12,0,

K,3,6.5,-12,0,

K,4,13.5,-26.5,0,

K,5,20,-30,0,

K,6,24.5,-27,0,

K,7,31.5,-12,0

K,8,35.5,-12,0,

K,9,38,0,0,

k,10,-40,0,0,

k,11,-40,-60,0,

k,12,80,-60,0,

k,13,80,0,0,

K,14,6.5,-12,0,

K,15,13.5,-26.5,0,

K,16,20,-30,0,

K,17,24.5,-27,0,

K,18,31.5,-12,0

K,19,0,0,0,

K,20,2.5,-12,0,

K,21,6.5,-12,0,

K,22,31.5,-12,0

K,23,35.5,-12,0,

K,24,38,0,0,

K,25,20,0,0,

*do,i,1,8

lstr,i,i+1

*enddo

99

LSTR,1,10

*do,i,10,12

lstr,i,i+1

*enddo

LSTR,13,9

*do,i,14,17

lstr,i,i+1

*enddo

LARC,14,18,16,14.57

*do,i,19,20

lstr,i,i+1

*enddo

LARC,21,22,16,14.57

*do,i,22,24

lstr,i,i+1

*enddo

LSTR,25,19

FLST,2,13,4

*do,i,1,13

FITEM,2,i

*enddo

AL,P51X

FLST,2,5,4

*do,i,14,18

FITEM,2,i

*enddo

AL,P51X

FLST,2,7,4

*do,i,19,25

FITEM,2,i

*enddo

AL,P51X

asel,s,area,,1

aatt,1,,1

asel,s,area,,2

aatt,2,,1

esize,4

asel,s,area,,1,2

100

amesh,all

lsel,s,line,,3,4,1

nsll,s,1

CM,_TARGET1,node


nsll,s,1

CM,_CONTACT1,node

lsel,s,line,,5,6,1

nsll,s,1

CM,_TARGET2,node


nsll,s,1

CM,_CONTACT2,node

TYPE,2

mat,4

real,1


real,2


asel,s,area,,3

aatt,3,,1

esize,4

amesh,all

lsel,s,line,,1,8,7

nsll,s,1

CM,_TARGET3,node


nsll,s,1

CM,_CONTACT3,node

lsel,s,line,,2,7,5

nsll,s,1

CM,_TARGET4,node


nsll,s,1

CM,_CONTACT4,node

TYPE,2

mat,5

real,3


real,4


101

lsel,s,line,,18

nsll,s,1

CM,_TARGET5,node

lsel,s,line,,21

nsll,s,1

CM,_CONTACT5,node

TYPE,2

mat,6

real,5


fini

/SOLU

antype,static

nlgeom,on

nropt,full,,off

neqit,40

pred,on

autots,on

time,1

esel,s,,,1,451

nsle,s

isfile,read,diji11,ist,,1

nsubst,100,1000,10

LSEL,s,line,,10,12,2

CM,_Y,LINE

CMSEL,,_Y

DL,_Y, ,ux,0,0

LSEL,s,line,,11

CM,_Y,LINE

CMSEL,,_Y

DL,_Y, ,uy,0,0

acel,,9.8

alls

LSEL,s,line,,25

CM,_Y1,LINE

CMSEL,,_Y1

SFL,_Y1,PRES,4.5e5,6e5,

LSEL,s,line,,24

CM,_Y1,LINE

CMSEL,,_Y1

SFL,_Y1,PRES,4.5e5,4.5e5

alls

iswrite,on

lnsrch,on

102

outres,all,all

solve

20.钢筋混凝土管的动力响应特性分析实例

在管内壁激振后，采用瞬态模块，模拟半埋设钢筋混凝土管在内部震源作用下的动力特性。

请多提宝贵意见，如果给分就太好了！

谢谢！

/COM,ANSYS MEDIA REL. 7.1 (03-13-2003) REF. VERIF. MANUAL: REL. 7.1

/CONFIG,NRES,2000

/VERIFY,ACOUSTIC_WELL_RADIUS

/PREP7

/TITLE,ACOUSTIC, ACOUSTIC_WELL_RADIUS

/NOPR

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!! 2003/12/31

!! 按平面问题分析

!! 钢板＋钢筋混凝土＋砂浆/泥浆＋原位岩/土（瞬态）

!! 6种介质成分，存放在介质属性数组中。

!! 计算边界外延一定宽度，以抑制边界干扰*****************

!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

JH_HSGD=10 !计算高度

JH_GBHD=0.04 !钢板厚度

JH_HNTHD=0.7 !混凝土厚度

JH_JYHD=0.6 !浆液厚度，高度方向上砂浆和泥浆各占一半，砂浆在下，泥浆在上

JH_YTTHD=0.6 !岩土体厚度

JH_RADWELL=4

ZHD=JH_RADWELL+JH_GBHD+JH_HNTHD+JH_JYHD+JH_YTTHD

BJCSM=4

BJCR1=ZHD+0.5

BJCR2=ZHD+1.0

BJCR3=ZHD+1.5

BJCR4=ZHD+2.0

R1ANGLE=6

SCBCJG=250

ENDTIME=0.001 !总计算时间

DST=1E-06 !记录的时间步长

ZYPL=5E4 !震源频率

PI=2*ASIN(1)

TCCS=6 !介质分类数目

103

!钢钢筋混凝土泥浆砂浆原位岩/土

*DIM,TC,ARRAY,TCCS,5 !该数组为介质参数，第一列为介质密度

! 第二列为泊松比，

! 第三列为弹模

! 第四列为纵波波速，用于计算时间步长

! 第五列为横波波速，如为液体，横波波速为 0

!土层自下而上排列，物理参数暂时按各土层相同考虑

TC(1,1)=7800,2500,1200,2000,2700,2700

TC(1,2)=0.285,0.32,0.48,0.35,0.35,0.35 !液体泊松比为 0.5,计算出现错误，按提示改为 0.499

TC(1,3)=210E9,36E9,2E6,6E9,20E9,20E9

!计算各种介质的 P、S波速度,以计算时间步长

*DO,I,1,TCCS

LAME1=TC(I,3)*TC(I,2)/(1+TC(I,2))/(1-2*TC(I,2))

LAME2=TC(I,3)/2/(1+TC(I,2))

TC(I,4)=((LAME1+2*LAME2)/TC(I,1))**.5

TC(I,5)=(LAME2/TC(I,1))**.5 !《土中应力波及其量测》P26

*ENDDO

!#########生成各介质区的边界控制点############

JZFQ=4 !介质分区数目

R1=JH_RADWELL

R2=JH_RADWELL+JH_GBHD

R3=JH_RADWELL+JH_GBHD+JH_HNTHD

R4=JH_RADWELL+JH_GBHD+JH_HNTHD+JH_JYHD

R5=JH_RADWELL+JH_GBHD+JH_HNTHD+JH_JYHD+JH_YTTHD

R6=BJCR1

R7=BJCR2

R8=BJCR3

R9=BJCR4

*DIM,JHRB,ARRAY,JZFQ+BJCSM+1,1

JHRB(1,1)=R1,R2,R3,R4,R5,R6,R7,R8,R9!

*DIM,JHRA,ARRAY,JZFQ+BJCSM+1,4 !定义数组，用于存放

*DIM,AMAT,ARRAY,JZFQ+BJCSM+1,1

*DIM,DYCC,ARRAY,JZFQ+BJCSM+1,1

JHRA(1,1)=R1,R2,R3,R3,R4,R5,R6,R7,R8!

JHRA(1,2)=R2,R3,R4,R4,R5,R6,R7,R8,R9!

JHRA(1,3)=0,0,0,180,0,0,0,0,0

JHRA(1,4)=360,360,180,360,360,360,360,360,360

AMAT(1,1)=1,2,3,4,5,5,5,5,5 !介质编号

DYCC(1,1)=0.2,0.2,0.2,0.2,0.2,0.3,0.45,0.6,1!剖分尺寸

/PREP7

104

/REPLOT,RESIZE

*DO,I,1,JZFQ+BJCSM+1

CYL4,0,0,JHRA(I,1),JHRA(I,3),JHRA(I,2),JHRA(I,4)

*ENDDO

AGLUE,ALL

NUMMRG,ALL

NUMCMP,ALL !压缩各定义项的编号,使之连续

APLOT

!############计算时间步长##################

VMAX=TC(1,4) !钢板的纵波速度控制时间步长

DT=DYCC(1)/VMAX/2

*IF,DT,GE,DST,THEN !若时间步长大于设定的记录时间步长，采用记录时间步长记录

DT=DST

*ENDIF

ZBC=ENDTIME/DT !时间总步数

!############震源处理##########

T0=1/ZYPL/2 !震源信号持续时间，采用正弦信号激震，也可采用 RICKER信号，但要从数组文件中读取，可考虑设定一 FLAG控制

XHCXSJ=NINT(1/ZYPL/DT)+1 !信号持续的时间步长

T0I=NINT(XHCXSJ/2)

F=ZYPL !经 MATLAB实际输出后获得的信号实际频率

!######信号记录步长处理#########

*IF,DST/DT,LT,NINT(DST/DT),THEN !计算信号记录的时间步长间隔，实际记录的时间步长与设定值可能不同

RECORDSTEP=NINT(DST/DT)-1

*ELSE

RECORDSTEP=NINT(DST/DT)

*ENDIF

!#################时间步计算结束#########################

!##################单元剖分################

ET,1,PLANE183


LOCAL, 11, 1, 0, 0 !定义局部坐标系，柱体

CSYS,11

LSEL,S,LOC,X,JHRB(I),

LESIZE,ALL,,R1ANGLE

ALLSEL,ALL

*ENDDO

CSYS,0

AMESH,ALL

AREFINE,1,9,,1!精细剖分

AREFINE,1,4,,1!精细剖分

105

!#################赋予材料属性#################

*DO,I,1,TCCS

MP,DENS,I,TC(I,1)

MP,NUXY,I,TC(I,2)

MP,EX,I,TC(I,3)

*ENDDO


CSYS,11


NSEL,S,LOC,X,JHRA(I,1),JHRA(I,2)

NSEL,R,LOC,Y,JHRA(I,3),JHRA(I,4)

ESLN,S !边界节点单元

MAT,AMAT(I)

EMODIFY,ALL !确认材料参数修改

ALLSEL,ALL !重新选择 ALL，准备下一步操作

*ENDDO

CSYS,0

/PNUM,MAT,1

/REPLOT

EPLOT


CSYS,11

LSEL,S,LOC,X,R1

NSEL,ALL

NSLL,S,1

*GET, R1NUM, NODE, 0, COUNT

*GET, R1NMIN, NODE, 0,NUM, MIN !获取小节点编号

*DIM,R1NODE,ARRAY,R1NUM,1 !定义内圈节点数组

*DIM,R1NODEXY,ARRAY,R1NUM,2 !定义内圈节点坐标数组，存储极坐标

R1NODE(1,1)=R1NMIN !赋内圈节点编号的小值

*GET,RNX, NODE, R1NODE(1,1), LOC, X !获取内圈的节点的坐标，

*GET,RNY, NODE, R1NODE(1,1), LOC, Y !在此为极坐标

R1NODEXY(1,1)=RNX

R1NODEXY(1,2)=RNY

*DO,I,2,R1NUM

R1NODE(I,1)=NDNEXT(R1NODE(I-1))

!对内圈节点赋值，NDNEXT的输出为选定的节点中编号大于且接近该节点的节点编号

*GET,RNX, NODE, R1NODE(I,1), LOC, X !获取内圈的节点的坐标，

106

*GET,RNY, NODE, R1NODE(I,1), LOC, Y !在此为极坐标

R1NODEXY(I,1)=RNX

R1NODEXY(I,2)=RNY

*ENDDO

!###############按极坐标中角度，由小到大排列节点编号和对应坐标

*DO,I,1,R1NUM-1

*DO,J,I+1,R1NUM

*IF,R1NODEXY(I,2),GT,R1NODEXY(J,2),THEN

RY=R1NODEXY(I,2)

R1NODEXY(I,2)=R1NODEXY(J,2)

R1NODEXY(J,2)=RY

RX=R1NODEXY(I,1)

R1NODEXY(I,1)=R1NODEXY(J,1)

R1NODEXY(J,1)=RX

RNODE=R1NODE(I)

R1NODE(I)=R1NODE(J)

R1NODE(J)=RNODE

*ENDIF

*ENDDO

*ENDDO

!####################排序 OVER#####################

*CFOPEN,R1NODEXY,DAT!输出井壁内表面节点编号和坐标

*DO,K,1,R1NUM

NUM_NODE=R1NODE(K)

RX=R1NODEXY(K,1)

RY=R1NODEXY(K,2)

*VWRITE,NUM_NODE,RX,RY

(F10.0,F13.2,F13.2)

*ENDDO

*CFCLOSE

ALLSEL,ALL

FINISH

!#################求解过程##########################

!##与竖直方向采用直角坐标的不同：

!##1、震源位置变换方式

!##2、记录点位置

!##3、边界条件设定，不作专门的吸收边界，而以空间扩大来处理

/SOLU

*CFOPEN,USUM,DAT

!采用 REIKER子波，在初始时段施加

NSUBST,1, , ,1 !1个子步

ANTYPE,TRANS !时程分析

107

LUMPM,0

OUTPR,BASIC,SCBCJG, !每隔一定时间步长输出基本值

NSEL,S,LOC,X,R9

D,ALL,UX,0

D,ALL,UY,0

ALLSEL,ALL

CSYS,0

*DO,I,1,ZBC

*IF,I,GT,1,AND,I,LE,XHCXSJ,THEN !在信号持续时间段延续脉冲子波

*DO,J,1,R1NUM

*GET,RNX, NODE,R1NODE(J,1), LOC, X

*GET,RNY, NODE,R1NODE(J,1), LOC, Y

NN=R1NODE(J,1)

PIFT=PI*ZYPL*(I-T0I)*DT

PIFT=PIFT**2

AC=-(1-2*PIFT)*EXP(-PIFT) !RECKER子波，何兵寿，P48

F,NN,FX,AC*RNX/R1 !施加 X方向作用力

F,NN,FY,AC*RNY/R1 !施加 Y方向作用力

*ENDDO

*ENDIF

*IF,I,EQ,XHCXSJ+1,THEN !在 XHCXSJ+1时刻，删除作用在节点上的位移

FDELE,ALL !在信号持续时间结束后，删除所有作用力

*ENDIF

TIME,I*DT

SOLVE

*DO,K,1,R1NUM

NUM_NODE=R1NODE(K)

RX=R1NODEXY(K,1)

RY=R1NODEXY(K,2)

*GET, USUMR1, NODE, NUM_NODE,U,SUM !输出节点编号，极坐标 R，角度，USUM

*VWRITE,I,K,NUM_NODE,USUMR1

(F10.0,F10.0,F10.0,E13.3)

*ENDDO

*ENDDO

SAVE

FINISH

*CFCLOSE

/POST26

108

BNODEN=NODE(0,R1,0)

BNODES=NODE(0,-R1,0)

FILE,'file','rst','.'

NSOL,2,BNODES,U,X,uxs

NSOL,4,BNODES,U,Y,uys

NSOL,3,BNODEN,U,X,uxn

NSOL,5,BNODEN,U,Y,uyn

PLVAR,uxs,uxn

/IMAGE,SAVE,UXS_N,JPG

PLVAR,uys,uyn, , , , , , ,

/IMAGE,SAVE,UYS_N,JPG

FINISH

/POST1


CSYS,11

NSEL,S,LOC,X,R1,R5

ESEL,ALL

ESLA,S

EPLOT

PLNS,U,SUM

ANDATA,0.5, ,2,1,zbc,10,0,1

FINISH

21.隧道模拟开挖命令流（入门）

!隧模拟开挖命令流

/COM

fini

/cle

*set,x1,-30

*set,y1,-40

*set,w,64.9

*set,h,58.3

*set,th,0.5

/prep7

k,,0,0 $k,,0,3.85

k,,0.88,5.5 $k,,2.45,6.15

109

k,,4.02,5.5 $k,,4.9,3.85 $k,,4.9,0

larc,1,2,6,8.13 $larc,2,3,6,3.21

larc,3,4,6,2.22 $larc,4,5,2,2.22

larc,5,6,2,3.21 $larc,6,7,2,8.13 $larc,7,1,4,6

a,1,2,3,4,5,6,7

blc4,x1,y1,w,h

aovl,2,1

lsel,s,line,,1,6,

lcomb,all,,

lsel,all,

et,1,beam3

et,2,plane42

keyopt,2,3,2

r,1,th,th*th*th/12,th, ,

mp,ex,1,2.6e7

mp,prxy,1,0.2

mp,dens,1,25

mp,ex,2,1.3e6

mp,prxy,2,0.32

tb,dp,2

tbdata,1,200,30,

mp,dens,2,22

mp,ex,3,1.3e6

mp,prxy,3,0.32

tb,dp,3

tbdata,1,200,30,

mp,dens,3,22

lsel,s,line,,1

lesize,all,,,50,

latt,1,1,1

lmesh,all

alls

lsel,s,line,,7

lesize,all,,,17,

latt,1,1,1

lmesh,all

alls

110

lsel,s,line,,8,11

lesize,all,,,40

alls

mopt,split,on

mopt,split,err

mopt,split,warn

mopt,qmesh,main

asel,s,area,,3

aatt,2,,2

amesh,all

alls

asel,s,area,,1

aatt,3,,2

amesh,all

alls

lsel,s,loc,x,x1

lsel,a,loc,x,x1+w

dl,all,,ux,0

alls

lsel,s,loc,y,y1

dl,all,,uy,0

alls

acel,,1

fini

/solu

antype,static

deltim,0.1,0.05,0.2

autots,on !使用自动时间步

pred,on !打开时间步长预测器

lnsrch,on !打开线性搜索

nlgeom,on !打开大位移效果

nropt,full !设定牛顿-拉普森选项

cnvtol,f,,0.02,0

esel,s,type,,1

ekill,all

111

esel,all

esel,s,live

nsle,s

nsel,inve

d,all,all,0

nsel,all

esel,all

solve

esel,s,mat,,3

ekill,all

esel,s,type,,1

ealive,all

nsle,s

ddele,all,all

esel,all

esel,s,live

nsle,s

nsel,inve

d,all,all,0

nsel,all

esel,all

solve

fini

/post1

etable,if,smisc,1

etable,jf,smisc,7

etable,im,smisc,6

etable,jm,smisc,12

etable,ism,nmisc,1

etable,jsm,nmisc,3

etable,isn,nmisc,2

etabel,jsn,nmisc,4

22.螺栓连接的模拟实现问题

!ANSYS6.1计算 test3(对称模型，只建一半模型,试验前分析）

!/BATCH

!/input,menust,tmp ,'',,,,,,,,,,,,,,,,1

/PREP7

!!!!!!!!!!!!!!!!!!!!!!!!!!

112

!!!!!!!参数定义!!!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!

hc=400 ! 柱截面高度

bc=200 ! 柱截面宽度

tcf=10 ! 柱翼缘厚度

tcw=8 ! 柱腹板厚度

lc=1100 ! 柱构件伸出长度

tep=20 !端板厚度

bep=bc+20 !端板宽度

HEP1= hc+200 !端板高度

tst=10 !端板外伸部分加劲肋厚度

hst=80 !端板外伸部分加劲肋高度

bst=bc/2-5 !端板外伸部分加劲肋高度

lbt=2*tep !螺栓杆长度

dbt=20 !螺栓杆直径或有效直径

dbth=31.4 !螺栓头和螺母直径

lbth=12.5 !螺栓头厚度

preten=155000 !螺栓施工预拉力

miu=.4 !端板间抗滑移系数

hb=400 ! 梁截面高度

bb=200 ! 梁截面宽度

tbf=8 ! 梁翼缘厚度

tbw=6 ! 梁腹板厚度

lb1=870 ! 梁构件伸出长度

lb2=200 ! 梁构件伸出的水平加载断长度

hb1=362 ! 梁左端高度

dh0=dbt+2 !螺栓孔直径

randa=0.05 !梁的坡度

aa=50 !螺栓中心到梁翼缘边缘（非受力方向）的距离

aa1=50 !螺栓中心到梁翼缘边缘（受力方向的距离

ab=120 !一二排螺栓间距

displa=-50 !施加的位移荷载大小

!!!!!!!!!!!建模开始!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!梁模型!!!!!!!!!!

block,o,tep, -hep1/2,hep1/2,0,bep/2

block,-tep,0,-hep1/2-100+4*tcf,hep1/2,0,bep/2

k,20,tep,hb/2

k,21,tep,hb/2-tbf

k,22,tep+lb1,hb/2-tbf+lb1*randa

k,23,tep+lb1,hb/2+lb1*randa

k,24,tep,hb/2,bb/2

k,25,tep,hb/2-tbf,bb/2

k,26,tep+lb1,hb/2-tbf+lb1*randa,bb/2

k,27,tep+lb1,hb/2+lb1*randa,bb/2

113

v,20,21,22,23,24,25,26,27

k,28,tep,hb/2-tbf

k,29,tep,-hb/2+tbf

k,30,tep+lb1,-hb/2+tbf+lb1*randa

k,31,tep+lb1,hb/2-tbf+lb1*randa

k,32,tep,hb/2-tbf,tbw/2

k,33,tep,-hb/2+tbf ,tbw/2

k,34,tep+lb1,-hb/2+tbf+lb1*randa ,tbw/2

k,35,tep+lb1,hb/2-tbf+lb1*randa,tbw/2

v,28,29,30,31,32,33,34,35

block,tep+lb1,tep+lb1+lb2,hb/2-tbf+lb1*randa,hb/2+lb1*randa,0,bb/2

block,tep+lb1,tep+lb1+lb2,-hb/2+tbf+lb1*randa,hb/2-tbf+lb1*randa,0,tbw/2

vgen,2,3,5,2,,-hb+tbf,, ,0

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!颜色区分 volumn!!!!!!!

/PNUM,KP,0

/PNUM,LINE,0

/PNUM,AREA,0

/PNUM,VOLU,1

/PNUM,NODE,0

/PNUM,TABN,0

/PNUM,SVAL,0

/NUMBER,1

/PNUM,ELEM,0

/REPLOT

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!柱模型!!!!!!!!!!

!!!!!!!端板对接斜坡!!!!!!!!!!!!!!!!!!!!

!!!!!!端板对接斜坡!!!!!!!!!!!!!!!!!!!!

k,80,-tep,-hep1/2-100+4*tcf

k,81,-tep,-hep1/2-100

k,82,-tep+tcf, -hep1/2-100

k,83,0,-hep1/2-100+4*tcf

k,84,-tep,-hep1/2-100+4*tcf,bep/2

k,85,-tep,-hep1/2-100,bep/2

k,86,-tep+tcf, -hep1/2-100,bep/2

k,87,0,-hep1/2-100+4*tcf,bep/2

v,80,81,82,83,84,85,86,87

!!!!!!柱翼缘!!!!!!!!!!!!!!!!!!!!

block,-tep,-tep+tcf,-hep1/2-100,-hb/2-lc,0,bc/2

block,-tep-hc+tcf,-tep-hc+2*tcf,-hb/2-lc,hb/2-(hc-2*tcf)*randa,0,bc/2

!!!!!!柱腹板!!!!!!!!!!!!!!!!!!!!

114

!!!!!!!!!!!!!!!!!!!!

k,89,-tep-hc+2*tcf,-hb/2-lc

k,90,-tep,-hb/2-lc

k,92,-tep-hc+2*tcf,hb/2-(hc-2*tcf)*randa-tbf

k,91,-tep,hb/2-tbf

k,93,-tep-hc+2*tcf,-hb/2-lc,tcw/2

k,94,-tep,-hb/2-lc,tcw/2

k,96,-tep-hc+2*tcf,hb/2-(hc-2*tcf)*randa-tbf,tcw/2

k,95,-tep,hb/2-tbf,tcw/2

v,89,90,91,92,93,94,95,96

k,98, -tep,hb/2

k,97, -tep-hc+2*tcf,hb/2-(hc-2*tcf)*randa

k,100, -tep,hb/2,bb/2

k,99, -tep-hc+2*tcf,hb/2-(hc-2*tcf)*randa,bb/2

v,91,92,97,98,95,96,99,100

block,-tep-hc+2*tcf,-tep,-hb/2,-hb/2+tst,tcw/2,tcw/2+bst

!!!!!!端板外伸加劲肋!!!!!!!!!!!!!!!!!!!!

k,109,tep,hb/2

k,110,tep+hst,hb/2+hst*randa

k,111,tep,hb/2+hst

k,112,tep,hb/2,tst/2

k,113,tep+hst,hb/2+hst*randa,tst/2

k,114,tep,hb/2+hst,tst/2

V, 109,110,111,112,113,114

k,115,tep,-hb/2

k,116,tep+hst,-hb/2+hst*randa

k,117,tep,-hb/2-hst

k,118,tep,-hb/2,tst/2

k,119,tep+hst,-hb/2+hst*randa ,tst/2

k,120,tep,-hb/2-hst,tst/2

V, 115,116,117,118,119,120

k,121,-tep,hb/2

k,122,-tep-hst,hb/2-hst*randa

k,123,-tep,hb/2+hst

k,124,-tep,hb/2,tst/2

k,125,-tep-hst,hb/2-hst*randa ,tst/2

k,126,-tep,hb/2+hst ,tst/2

v, 121,122,123,124,125,126

!!!!!!梁加劲肋!!!!!!!!!!!!!!!!!!!!

wpoff,tep+lb1+lb2/2,-hb/2+tbf+lb1*randa,0

block,-tst/2,tst/2,0,hb-2*tbf,tbw/2,tbw/2+bst

block,75-tst/2,tst/2+75,0,hb-2*tbf,tbw/2,tbw/2+bst

block,-75-tst/2,-75+tst/2,0,hb-2*tbf,tbw/2,tbw/2+bst

wplane,,0,hb/2+100-aa,bep/2-aa1,0,hb/2+aa+10,bep/2-aa1,0,hb/2-aa+100+10,bep/2-aa1+10

115

!!!!!!端板打孔!!!!!!!!!!!!!!!!!!!

cylind,dh0/2,,-tep-10,tep+10,0,360

vsel,S,LOC,Y,hb/2+100-aa

vgen,2,all, , ,,-ab , , ,0

vgen,2,all, , ,,-(hep1-2*aa-ab) , , ,0

cm,bolt,volu

!!!!布尔运算!!!!!!!

vsel,s,loc,x,-tep+5,tep

VSEL,U, , ,bolt

cm,endplate,volu

cmsel,all

VSBV,endplate,bolt,keep

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!建螺栓!!!!!!!!!!!!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

cylind,dbt/2,,-tep,tep,0,360

cylind,dbth/2,,-tep-lbth,-tep,0,360

cylind,dbth/2,,tep,tep+lbth,0,360

wpoff,-ab,0




wpoff,-(hep1-2*aa-ab),0




wpoff,ab




allsel,all

NUMMRG,ALL, , , ,LOW

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!粘贴柱腹板翼缘端板和相应的加劲肋!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

vsel,s,loc,x,-tep-hc,0

vsel,u,loc,x,0,tep

VGLUE,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!粘贴梁腹板翼缘端板和相应的加劲肋!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

116

vsel,s,loc,x,0,lb1+lb2+tep

vsel,u,loc,x,-tep,0

VGLUE,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!粘贴螺栓!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

vsel,s,loc,z,bep/2-aa1

VGLUE,all

cm,bolt,volu

ALLSEL,ALL


!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!定义材料和单元属性!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!下面定义材料 1，Q345钢材用于梁柱端板!!!!!!!!!

!!!!!!!!!!!!!!!!

et,1,solid92

mp,ex,1,206e3

mp,prxy,1,0.3

tb,biso,1,1,2

tbtemp,0

tbdata,,345,0,,,,

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!下面定义材料 2，用于高强螺栓!!!!!!!!!

!!!!!!!!!!!!!!!!

mp,ex,2,206e3

mp,prxy,2,0.3

tb,biso,2,1,2

tbtemp,0

tbdata,,940,0,,,,

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!给单元附材料号和属性!!!!!!!!!

!!!!!!!!!!!!!!!!

!!!!高强螺栓附属性!!!!!!!!

cmsel,s,bolt

VATT, 2,,1,0

!!!!!!!!!!!!!!!!

!!!!梁柱端板附属性!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!

ALLSEL,ALL

cmsel,u,bolt

VATT, 1,,1,0

117

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!网格划分!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!mesh螺栓杆!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!

cmsel,s,bolt

vsel,r,loc,x,0

LSEL,s,radius,,dbt/2

LESIZE,all, , ,4, , , , ,1

LSEL,s,length,,2*tep

LESIZE,all, , ,10, , , , ,1

MSHAPE,1,3D

MSHKEY,0

VMESH,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!mesh螺栓头和螺母!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!

cmsel,s,bolt

vsel,u,loc,x,0

LSEL,s,radius,,dbth/2

LESIZE,all, , ,4, , , , ,1

LSEL,s,radius,,dh0/2

LESIZE,all, , ,8, , , , ,1

LSEL,s,length,,lbth

LESIZE,all, , ,2, , , , ,1

VMESH,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!mesh端板!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!!!!!先建 endplate的 component!!!!!!!!!!!!!!!!!!!

allsel,all

vsel,s,loc,x,-tep+tcf/2,tep

vsel,u,loc,x,0

cm,endplate,volu

ESIZE,bep/10

VMESH,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!mesh柱!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!


vsel,r,loc,z,0,tcf

vsel,u,loc,y,hb/2,hb/2+hst

118

cm,col_web,volu

eSIZE,hc/8

VMESH,all


cmsel,u,bolt

cmsel,u,endplate

cmsel,u,col_web

eSIZE,bc/6

VMESH,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!mesh梁!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

vsel,s,loc,x,tep,tep+lb1+lb2

cmsel,u,bolt

lsel,s,loc,x,tep+lb1+lb2

LSEL,r,length,,bb/2

LESIZE,all,bb/6

lsel,s,loc,x,tep+lb1+lb2

LSEL,r,length,,hb-2*tbf

LESIZE,all,hb/8

VMESH,all

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!接触建立!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

allsel,all

cmsel,s,endplate

ASLV,S

asel,r,loc,x

asel,u,loc,y,-hep/2,-hep/2-10

cm,target1,area

allsel,all

cmsel,s,endplate

ASLV,S

asel,r,loc,x

asel,r,loc,y,-hep/2,-hep/2-10

cm,contact1,area

cmsel,s,target1

cmsel,a,contact1

MP,MU,1,miu

MAT,1

R,3

REAL,3

119

ET,3,170

ET,4,174

KEYOPT,4,9,0

ASEL,S,,,target1

TYPE,3

NSLA,S,1

ESLN,S,0

ESURF,ALL

ASEL,S,,,contact1

TYPE,4

NSLA,S,1

ESLN,S,0

ESURF,ALL

ALLSEL

!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!对高强螺栓 psmesh!!!!!!!!

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

cmsel,s,bolt

vsel,r,loc,x,

cm,boltshank1,volu

PSMESH,1,bolt1, ,v,1, 0,x,

PSMESH,2,bolt2, ,V,22, 0,x,



!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!下面施加荷载和位移条件进行求解

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!下面施加 loadstep 1,边界约束条件、柱轴向压力和螺栓预拉力

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

ALLSEL,ALL

FINISH

/SOLU

ANTYPE,0

NLGEOM,1

NSUBST,10,0,0

NSUBST,10,0,0

OUTRES,alL,1

NEQIT,200

CNVTOL,F, ,0.01,2, ,

120

ASEL,S,LOC,Z,

DA,all,SYMM

nsel,s,loc,y,-(hb/2+lc+1)

D,all, ALL

ALLSEL,ALL

SLOAD,ALL,9,LOCK,FORC,preten, 1,2

FINISH

/SOLU

LSWRITE,1,

solve

save

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!!!!下面施加 loadstep 2,粱端荷载

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

ALLSEL,ALL

FINISH

/SOLU

ANTYPE,,REST,,,0

!*

NLGEOM,1

NSUBST,20,5000,1

OUTRES,alL,1

ALLSEL,ALL

num=node(tep+lb1+lb2/2,hb/2+(lb1+lb2/2)*randa,0)

D,num, uy,displa

LSWRITE,2,

ALLSEL,ALL

EPLOT

SAVE

solve

save

23.道路的基层、垫层模量与应力之间的关系

FINISH

/cle

/filname,pave2.0

/title,Study on the Roadbed's Young's Modulus E=f(sigma1,sigma3)

csys,0

/PREP7

!1.1定义参数

121

!定义标量参数

ndiv=12

THTA=90/ndiv*3.14157/180

*DIM,EX,ARRAY,5,16 !存放 EX 5X16

*DIM,r_node,ARRAY,20 !存放 r_node

*DIM,y_node,ARRAY,20 !存放 y_node

EX1= 1.00E+06

EX2= 3.00E+05

EX3= 1.50E+05

EX4= 6.00E+04

*DO,J, 1,2, 1

*DO,I, 1,16, 1

EX(J,I)=EX2

*ENDDO

*ENDDO

*DO,J, 3,5, 1

*DO,I, 1,16, 1

EX(J,I)=EX3

*ENDDO

*ENDDO

!泊松比

PRXY1= 0.20

PRXY2= 0.23

PRXY3= 0.25

PRXY4= 0.35

!圆圈的半径，一共 16圈

r_node(1)= 0.107

r_node(2)= 0.300

r_node(3)= 0.500

r_node(4)= 0.700

r_node(5)= 0.900

r_node(6)= 1.100

r_node(7)= 1.300

r_node(8)= 1.500

r_node(9)= 1.700

r_node(10)= 1.900

r_node(11)= 2.100

r_node(12)= 2.300

r_node(13)= 2.500

r_node(14)= 2.700

122

r_node(15)= 2.900

r_node(16)= 3.100

!路面共 1层单元，单元高度 0.05m，在高度[y_node(1),y_node(2)]之间；

!基层共 2层单元，单元高度 0.10m，在高度[y_node(2),y_node(4)]之间；

!垫层共 3层单元，单元高度 0.10m，在高度[y_node(4),y_node(7)]之间；

!土层共 5层单元，单元高度 0.50m，在高度[y_node(7),y_node(12)]之间；

!高度方向的分层线

y_node(1)= 0.000

y_node(2)= -0.050

y_node(3)= -0.150

y_node(4)= -0.250

y_node(5)= -0.350

y_node(6)= -0.450

y_node(7)= -0.550

y_node(8)= -1.050

y_node(9)= -1.550

y_node(10)= -2.050

y_node(11)= -2.550

y_node(12)= -3.050

!1.2.定义单元类型材料属性

!1.2.1定义单元类型

ET,1,SOLID45

ET,2,SOLID95

!1.2.2定义材料属性

!材料 1-32，赋给基层，在跌代中修正弹模大小

!材料号 1-16，基层单元的第一层，由内到外，一共 16圈，材料号依次 1－16

!材料号 17-32，基层单元的第二层，由内到外，一共 16圈，材料号依次 17-32

*DO,I, 1,32, 1

MP, EX,I, EX2

MP,PRXY,I, PRXY2

MP,DENS,I, 0

*ENDDO

!材料 33-80，赋给垫层，在跌代中修正弹模大小

!材料号 33-48，垫层单元的第一层，由内到外，一共 16圈，材料号依次 33-48

!材料号 49--64，垫层单元的第二层，由内到外，一共 16圈，材料号依次 49--64

!材料号 65--80，垫层单元的第三层，由内到外，一共 16圈，材料号依次 65--80

*DO,I, 33,80, 1

MP, EX,I, EX3

MP,PRXY,I, PRXY3

MP,DENS,I, 0

*ENDDO

!材料 99，赋给路面，不会改变

MP, EX,99, EX1

123

MP,PRXY,99, PRXY1

MP,DENS,99, 0

!材料 100，赋给土层，不会改变

MP, EX,100, EX4

MP,PRXY,100, PRXY4

MP,DENS,100, 0

!2.3定义实常数 NULL

/PREP7

!3.定义节点单元

!3.1定义节点

*DO,I, 1,12, 1

n, I, 0 , y_node(I) , 0

*ENDDO

*DO,K, 1,12, 1 !12 layers

*DO,J, 1,16, 1 !16 rounds

*DO,I, 1,ndiv+1, 1 !13 divides

n, 320*(K-1)+20*J+I , r_node(J)*SIN(THTA*(I-1)) , y_node(K) ,r_node(J)*COS(THTA*(I-1))

*ENDDO

*ENDDO

*ENDDO

SHPP,SILENT,on

!1.3定义单元

TYPE,1

MAT, 1

!定义内圈的楔形单元

*DO,J, 1,11, 1 !11 layers

*DO,I, 1,12, 1 !12 divides

EN, 192*(J-1)+I, J+1,320*J+20+I, 320*J+20+I+1,320*J+20+I+1, J, 320*(J-1)+20+I,

320*(J-1)+20+I+1,320*(J-1)+20+I+1

*ENDDO

*ENDDO

!定义 2-16圈的块单元

*DO,K, 1,11, 1 !11 layers !1 rounds

*DO,J, 2,16, 1 !2-16 rounds

*DO,I, 1,12, 1 !12 divides

EN, 192*(K-1)+12*(J-1)+I, 320*K+20*(J-1)+I, 320*K+20*J+I, 320*K+20*J+I+1,

320*K+20*(J-1)+I+1,320*(K-1)+20*(J-1)+I, 320*(K-1)+20*J+I, 320*(K-1)+20*J+I+1,

320*(K-1)+20*(J-1)+I+1

*ENDDO

*ENDDO

*ENDDO

124

!修改单元材料

*DO,I, 1,192, 1

EMODIF,I,mat,99

*ENDDO

*DO,I, 1153,2112, 1

EMODIF,I,mat,100

*ENDDO

*DO,K, 1,5, 1

*DO,J, 1,16, 1

*DO,I, 1,12, 1

EMODIF,192*K+12*(J-1)+I,mat,16*(K-1)+J

*ENDDO

*ENDDO

*ENDDO

ESEL, s, ELEM, , 1, 12, 1,

*DO,I, 2,11, 1 !2-11 layers

ESEL, a, ELEM, ,192*(I-1)+1, 192*(I-1)+12, 1,

*ENDDO

EPLOT

/WAIT, 3

EMODIF,ALL,TYPE,2,

/WAIT, 3

NUMSTR, node, 4001

EMID,ADD,ALL

ALLSEL,ALL

!1.4边界条件

/SOLU

!固结底面节点

csys,0

NSEL,S,LOC,Y,-3.05

NPLOT

D,all, , , , , ,ALL, , , , ,

ALLSEL,ALL

!固结圆周面节点

csys,5

NSEL,S,LOC,x,3.10

NPLOT

D,all, , , , , ,all, , , , ,

ALLSEL,ALL

!约束中心线节点，使之成为对称面，关于 X轴和 Z轴。

csys,0

125

*DO,I, 1,12, 1

D, I, UX, 0, , , , UZ,

*ENDDO

csys,0

!约束 X=0平面节点，使之成为对称面

*DO,J, 1,11, 1

*DO,I, 2,16, 1

D, 320*(J-1)+20*(I-1)+1, UX, 0

*ENDDO

*ENDDO

csys,0

!约束 Z=0平面节点，使之成为对称面

*DO,J, 1,11, 1

*DO,I, 2,16, 1

D, 320*(J-1)+20*(I-1)+13, UZ, 0

*ENDDO

*ENDDO

/SOLU

!4.3施加荷载，在半径 10.65cm圆面上

*DO,I, 1,12, 1

SFE,I,6,PRES, ,700, , ,

*ENDDO

!1.5.求解

FINISH

/SOLU

ANTYPE,0

NLGEOM,0

NROPT,AUTO, ,

EQSLV, , ,0,

PIVCHECK,1

SOLVE

FINISH

!!未完待续,继续执行 iteration.ans文件

!2.0 跌代计算,以获得弹性模量的收敛值

NMAX=100 !指定大循环次数 100

nnum=1 !循环次数计算器 nnum,1为初始值

eps=0.5e2 !跌代收敛精度 0.05mpa

!2.1 说明

!2.2 循环跌代计算

*DO,m, 1,NMAX, 1

/PREP7

126

!2.2.1 定义参数数组

*DIM,ss_nodex,ARRAY,6,17 !存放 ss_nodex 节点的径向应力,6个高度线（自上至下）,17个节点（自内至外）

*DIM,ss_nodez,ARRAY,6,17 !存放 ss_nodez 节点的垂直向应力,6个高度线（自上至下）,17个节点（自内至外）

*DIM,ss_elex,ARRAY,5,16 !存放 ss_elex 单元的径向应力,位置：（2/3单元边长处,1/2单元高度处）,5层（自上至下）,16

圈（自内至外）

*DIM,ss_elez,ARRAY,5,16 !存放 ss_elez 单元的垂直向应力,位置：（2/3单元边长处,1/2单元高度处）,5层（自上至下）,16

圈（自内至外）

*DIM,sigma1,ARRAY,5,16 !存放 sigma1 5x16 三轴试验中的单元的 σ1＝ss_elex +ss_elez

*DIM,sigma3,ARRAY,5,16 !存放 sigma3 5x16 三轴试验中的单元的 σ3＝ss_elex

*DIM,excal,ARRAY,5,16 !存放 excal 5x16 本次计算得到的弹性模量值 excal

*DIM,exsub,ARRAY,5,16 !存放 exsub 5x16 EX-excal=EXSUB(kPa)

/POST1

RSYS,5

!2.2.2 获得水平应力 ss_nodeX

*DO,I, 1,6, 1

*GET, ss_nodex(I,1), NODE, I+1, S, X !ss_nodex X of NO.0 round's nodes

*ENDDO

*DO,I, 1,6, 1

*DO,J, 2,17, 1

*GET, ss_nodex(I,J), NODE, 320*I+20*(J-1)+7, S, X !ss_nodex X of NO.1-16 round's nodes

*ENDDO

*ENDDO

/POST1

RSYS,5

!2.2.3获得垂直应力 ss_nodeZ

*DO,I, 1,6, 1

*GET, ss_nodez(I,1), NODE, I+1, S, Z !ss_nodez X of NO.0 round's nodes

*ENDDO

*DO,I, 1,6, 1

*DO,J, 2,17, 1

*GET, ss_nodez(I,J), NODE, 320*I+20*(J-1)+7, S, Z !ss_nodez X of NO.1-16 round's nodes

*ENDDO

*ENDDO

/POST1

RSYS,0

!2.2.4计算得到单元的 ss_eleX

*DO,I, 1,5, 1

*DO,J, 1,16, 1

ss_elex(I,J)=1/6*(ss_nodex(I,J)+ss_nodex(I+1,J))+2/6*(ss_nodex(I,J+1)+ss_nodex(I+1,J+1))

*ENDDO

*ENDDO

!2.2.5计算得到单元的 ss_eleZ

*DO,I, 1,5, 1

127

*DO,J, 1,16, 1

ss_elez(I,J)=1/6*(ss_nodez(I,J)+ss_nodez(I+1,J))+2/6*(ss_nodez(I,J+1)+ss_nodez(I+1,J+1))

*ENDDO

*ENDDO

!2.2.6 计算得到单元的 sigma1=ss_elex+ss_elez

*DO,I, 1,5, 1

*DO,J, 1,16, 1

*VOPER, sigma1(I,J),ss_elex(I,J),add,ss_elez(I,J)

*VOPER, sigma3(I,J),ss_elex(I,J),MULT,1

*ENDDO

*ENDDO

!2.2.7 求得本次计算得到的弹性模量值 excal(I,J)

*DO,I, 1,5, 1

*DO,J, 1,16, 1

!excal(I,J)= (45.481+

1.105*(abs(sigma1(I,J)))**1.0)*(abs((sigma3(I,J)))**1.0)+183368.8 !!!unit kpa 参数组 1

!excal(I,J)=(8617.70+

3064.0*(abs(sigma1(I,J)))**0.421)*(abs((sigma3(I,J)))**0.33)+30000 !!!unit kpa 参数组 2

excal(I,J)=(10341.10+5021.90*(abs(sigma1(I,J)))**0.4)*(abs((sigma3(I,J)))**0.33)+38000 !!!un

it kpa 参数组 3

*ENDDO

*ENDDO

!!!E＝(45.481+1.105*σ1^1.0)*σ3^1.0+183368.8 kPa 参数组 1

!!!E＝(8617.7+3064.0*σ1^0.421)*σ3^0.33+30000 kPa 参数组 2

!!!E＝(10341.1+5021.9*σ1^0.4)*σ3^0.33+38000 kPa 参数组 3

!2.2.8两次的弹性模量值相减,求 RMS（根方差）,并用 RMS<eps（指定收敛的精度）判断继续执行与否

*DO,I, 1,5, 1

*DO,J, 1,16, 1

*VOPER,exsub(I,J),ex(I,J),SUB,excal(I,J)

*ENDDO

*ENDDO

*VSCFUN,exrms,RMS,exsub

*IF, exrms,ge,eps, THEN

*MFUN, ex,copy,excal

/PREP7

!2.2.9 重新定义材料属性,循环

*DO,I, 1,2, 1

*DO,J, 1,16, 1

MP, EX,16*(I-1)+J, EX(I,J)

MP,PRXY,16*(I-1)+J, PRXY2

MP,DENS,16*(I-1)+J, 0

128

*ENDDO

*ENDDO

*DO,I, 3,5, 1

*DO,J, 1,16, 1

MP, EX,16*(I-1)+J, EX(I,J)

MP,PRXY,16*(I-1)+J, PRXY3

MP,DENS,16*(I-1)+J, 0

*ENDDO

*ENDDO

!2.2.10 修改单元材料,循环

*DO,K, 1,5, 1

*DO,J, 1,16, 1

*DO,I, 1,12, 1

EMODIF,192*K+12*(J-1)+I,mat,16*(K-1)+J

*ENDDO

*ENDDO

*ENDDO

nnum=nnum+1

*IF,nnum,ge,100, THEN

*MSG,UI

Sorry, the step number is greater than 100, Exit! BYE......

*EXIT

*ENDIF

!2.2.11 循环求解

FINISH

/SOLU

ANTYPE,0

NLGEOM,0

NROPT,AUTO, ,

EQSLV, , ,0,

PIVCHECK,1

SOLVE

FINISH

*ELSE

*MSG,UI

Ok,Congratulation,XiaoMei! EX has been found!! Very Good!!!

*EXIT

*ENDIF

*ENDDO

!2.2.12 后处理

/post1

!!未完待续,继续执行 post.ans文件

!3.0后处理一共输出 12项内容,内容 12涵盖了内容 1-11

/PREP7

129

!3.1 定义参数数组

*DIM,LABEX,CHAR,1,16

LABEX(1, 1)='EX1'

LABEX(1, 2)='EX2'

LABEX(1, 3)='EX3'

LABEX(1, 4)='EX4'

LABEX(1, 5)='EX5'

LABEX(1, 6)='EX6'

LABEX(1, 7)='EX7'

LABEX(1, 8)='EX8'

LABEX(1, 9)='EX9'

LABEX(1,10)='EX10'

LABEX(1,11)='EX11'

LABEX(1,12)='EX12'

LABEX(1,13)='EX13'

LABEX(1,14)='EX14'

LABEX(1,15)='EX15'

LABEX(1,16)='EX16'

*DIM,LABSS,CHAR,6,17

LABSS(1, 1)='SSNX 1'









LABSS(1,10)='SSNX10'








LABSS(2, 1)='SSNZ 1'









130

LABSS(2,10)='SSNZ10'








LABSS(3, 1)='SSEX 1'









LABSS(3,10)='SSEX10'








LABSS(4, 1)='SSEZ 1'









LABSS(4,10)='SSEZ10'








LABSS(5, 1)='SIGMA1 1'

131









LABSS(5,10)='SIGMA110'























/prep7

*DIM,LABSN,CHAR,2,17

LABSN(1,1)='SNX1(e)'











132







LABSN(2,1)='SNZ1(e)'

















/prep7

*DIM,LABdisp,CHAR,1,17

LABdisp(1, 1)='DH 1(m)'









LABdisp(1,10)='DH10(m)'








!3.2输出弹模结果输出内容 1,文件名：EX.TXT

133

/POST1

*CFOPEN, EX,txt

C***,------------------- Young's Modulus of ELEMENTS ---------------------

*VWRITE,LABEX(1,1),LABEX(1,2),LABEX(1,3),LABEX(1,4),LABEX(1,5),LABEX(1,6),LABEX(1,7),LABEX(1,8)

(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)

*DO,I, 1,1, 1

*VWRITE, SEQU, EX(I,1),EX(I,2),EX(I,3),EX(I,4),EX(I,5),EX(I,6),EX(I,7),EX(I,8)

(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4)

*ENDDO

*VWRITE,LABEX(1,9),LABEX(1,10),LABEX(1,11),LABEX(1,12),LABEX(1,13),LABEX(1,14),LABEX(1,15),LABEX(1,1

6)


*DO,I, 1,1, 1

*VWRITE, SEQU, EX(I,9),EX(I,10),EX(I,11),EX(I,12),EX(I,13),EX(I,14),EX(I,15),EX(I,16)


*ENDDO

C***, ------------------- THE END OF OUTPUT ---------------------

*CFCLOS

FINISH

!3.3 输出应力 ss_nodex 输出内容 2,文件名：ss_nodex.txt

/POST1

*CFOPEN, ss_nodex,txt


*VWRITE,LABSS(1,1),LABSS(1,2),LABSS(1,3),LABSS(1,4),LABSS(1,5),LABSS(1,6),LABSS(1,7),LABSS(1,8)


*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_nodex(I,1),ss_nodex(I,2),ss_nodex(I,3),ss_nodex(I,4),ss_nodex(I,5),ss_nodex(I,6),ss_nodex(I,7),ss

_nodex(I,8)


*ENDDO

*VWRITE,LABSS(1,9),LABSS(1,10),LABSS(1,11),LABSS(1,12),LABSS(1,13),LABSS(1,14),LABSS(1,15),LABSS(1,1

6),LABSS(1,17)

(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)

*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_nodex(I,9),ss_nodex(I,10),ss_nodex(I,11),ss_nodex(I,12),ss_nodex(I,13),ss_nodex(I,14),ss_nodex(I,

15),ss_nodex(I,16),ss_nodex(I,17)

(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4)

*ENDDO

134


*CFCLOS

FINISH

!3.4 输出应力 ss_nodez 输出内容 3,文件名：ss_nodez.txt

/POST1

*CFOPEN, ss_nodez,txt




*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_nodez(I,1),ss_nodez(I,2),ss_nodez(I,3),ss_nodez(I,4),ss_nodez(I,5),ss_nodez(I,6),ss_nodez(I,7),ss

_nodez(I,8)


*ENDDO


6),LABSS(2,17)


*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_nodez(I,9),ss_nodez(I,10),ss_nodez(I,11),ss_nodez(I,12),ss_nodez(I,13),ss_nodez(I,14),ss_nodez(I,

15),ss_nodez(I,16),ss_nodez(I,17)

(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4)

*ENDDO


*CFCLOS

FINISH

!3.5 输出应力 ss_elex 输出内容 4,文件名：ss_elex.txt

/POST1

*CFOPEN, ss_elex,txt




*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_elex(I,1),ss_elex(I,2),ss_elex(I,3),ss_elex(I,4),ss_elex(I,5),ss_elex(I,6),ss_elex(I,7),ss_elex(I

,8)


*ENDDO

135


6)


*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_elex(I,9),ss_elex(I,10),ss_elex(I,11),ss_elex(I,12),ss_elex(I,13),ss_elex(I,14),ss_elex(I,15),ss_

elex(I,16)


*ENDDO


*CFCLOS

FINISH

!3.6 输出应力 ss_elez 输出内容 5,文件名：ss_elez.txt

/POST1

*CFOPEN, ss_elez,txt




*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_elez(I,1),ss_elez(I,2),ss_elez(I,3),ss_elez(I,4),ss_elez(I,5),ss_elez(I,6),ss_elez(I,7),ss_elez(I

,8)


*ENDDO


6),LABSS(4,17)


*DO,I, 1,1, 1

*VWRITE, SEQU,

ss_elez(I,9),ss_elez(I,10),ss_elez(I,11),ss_elez(I,12),ss_elez(I,13),ss_elez(I,14),ss_elez(I,15),ss_

elez(I,16)


*ENDDO


*CFCLOS

FINISH

!3.7 输出应力 sigma1 输出内容 6,文件名：sigma1.txt

/POST1

*CFOPEN, sigma1,txt


136



*DO,I, 1,1, 1

*VWRITE, SEQU,

sigma1(I,1),sigma1(I,2),sigma1(I,3),sigma1(I,4),sigma1(I,5),sigma1(I,6),sigma1(I,7),sigma1(I,8)


*ENDDO


6)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sigma1(I,9),sigma1(I,10),sigma1(I,11),sigma1(I,12),sigma1(I,13),sigma1(I,14),sigma1(I,15),sigma1(I,1

6)


*ENDDO


*CFCLOS

FINISH

!3.8 输出应力 sigma3 输出内容 7,文件名：sigma3.txt

/POST1

*CFOPEN, sigma3,txt




*DO,I, 1,1, 1

*VWRITE, SEQU,

sigma3(I,1),sigma3(I,2),sigma3(I,3),sigma3(I,4),sigma3(I,5),sigma3(I,6),sigma3(I,7),sigma3(I,8)


*ENDDO


6)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sigma3(I,9),sigma3(I,10),sigma3(I,11),sigma3(I,12),sigma3(I,13),sigma3(I,14),sigma3(I,15),sigma3(I,1

6)


*ENDDO


*CFCLOS

137

FINISH

/POST1

RSYS,5

! 获得水平应变 sn_nodex 垂直应变 sn_nodez

*DIM,sn_nodex,ARRAY,6,17 !存放 sn_nodex

*DIM,sn_nodez,ARRAY,6,17 !存放 sn_nodez

*DO,I, 1,6, 1

*GET, sn_nodex(I,1),NODE, I+1, EPEL ,X !SX of NO.0 LAYERS' nodes

*ENDDO

*DO,I, 1,6, 1

*DO,J, 2,17, 1

*GET, sn_nodex(I,J),NODE, 320*I+20*(J-1)+7, EPEL ,X !SX of NO.1-16 LAYERS' nodes

*ENDDO

*ENDDO

*DO,I, 1,6, 1

*GET, sn_nodez(I,1),NODE, I+1, EPEL ,Z !Sz of NO.0 LAYERS' nodes

*ENDDO

*DO,I, 1,6, 1

*DO,J, 2,17, 1

*GET, sn_nodez(I,J),NODE, 320*I+20*(J-1)+7, EPEL ,Z !Sz of NO.1-16 LAYERS' nodes

*ENDDO

*ENDDO

!输出垂直应变 SZ、水平应变 SX

/POST1

RSYS,0

!3.9 输出应边 sn_nodex 输出内容 8,文件名：sn_nodex.TXT

/POST1

*CFOPEN, sn_nodex,txt

C***,------------------- OUTPUT NODES'SX OF EVERY LAYER -------------------------

*VWRITE,LABSN(1,1),LABSN(1,2),LABSN(1,3),LABSN(1,4),LABSN(1,5),LABSN(1,6),LABSN(1,7),LABSN(1,8),LABS

N(1,9)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sn_nodex(I,1),sn_nodex(I,2),sn_nodex(I,3),sn_nodex(I,4),sn_nodex(I,5),sn_nodex(I,6),sn_nodex(I,7),sn

_nodex(I,8),sn_nodex(I,9)

(1X,'LAYER',F3.0,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3)

*ENDDO

*VWRITE,LABSN(1,10),LABSN(1,11),LABSN(1,12),LABSN(1,13),LABSN(1,14),LABSN(1,15),LABSN(1,16),LABSN(1,

17)


138

*DO,I, 1,1, 1

*VWRITE, SEQU,

sn_nodex(I,10),sn_nodex(I,11),sn_nodex(I,12),sn_nodex(I,13),sn_nodex(I,14),sn_nodex(I,15),sn_nodex(I

,16),sn_nodex(I,17)

(1X,'LAYER',F3.0,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3,1X,E10.3)

*ENDDO

C***, ----------------------- THE END OF OUTPUT -------------------------

*CFCLOS

FINISH

!3.9 输出应变 sn_nodez 输出内容 9,文件名：sn_nodez.TXT

/POST1

*CFOPEN, sn_nodez,txt

C***,-------------------OUTPUT NODES'SZ OF EVERY LAYER -------------------------

*VWRITE,LABSN(2,1),LABSN(2,2),LABSN(2,3),LABSN(2,4),LABSN(2,5),LABSN(2,6),LABSN(2,7),LABSN(2,8),LABS

N(2,9)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sn_nodez(I,1),sn_nodez(I,2),sn_nodez(I,3),sn_nodez(I,4),sn_nodez(I,5),sn_nodez(I,6),sn_nodez(I,7),sn

_nodez(I,8),sn_nodez(I,9)


*ENDDO

*VWRITE,LABSN(2,10),LABSN(2,11),LABSN(2,12),LABSN(2,13),LABSN(2,14),LABSN(2,15),LABSN(2,16),LABSN(2,

17)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sn_nodez(I,10),sn_nodez(I,11),sn_nodez(I,12),sn_nodez(I,13),sn_nodez(I,14),sn_nodez(I,15),sn_nodez(I

,16),sn_nodez(I,17)


*ENDDO


*CFCLOS

FINISH

/POST1

RSYS,0

!3.10 获得垂直变形 disph

*DIM,disph,ARRAY,7,17 !存放 disph

*DO,I, 1,7, 1

*GET, disph(I,1),NODE, I, U ,Y !UY of NO.0 LAYERS' nodes

139

*ENDDO

*DO,I, 1,7, 1

*DO,J, 2,17, 1

*GET, disph(I,J),NODE, 320*(I-1)+20*(J-1)+7, U ,Y !UY of NO.1-16 LAYERS' nodes

*ENDDO

*ENDDO

/POST1

RSYS,0

!3.10 输出应边 disph 输出内容 10,文件名：disph.TXT

/POST1

*CFOPEN, disph,txt

C***,------------------- OUTPUT NODES'disp at high OF EVERY LAYER -------------------------

*VWRITE,LABdisp(1,1),LABdisp(1,2),LABdisp(1,3),LABdisp(1,4),LABdisp(1,5),LABdisp(1,6),LABdisp(1,7),L

ABdisp(1,8),LABdisp(1,9)


*DO,I, 1,1, 1

*VWRITE, SEQU,

disph(I,1),disph(I,2),disph(I,3),disph(I,4),disph(I,5),disph(I,6),disph(I,7),disph(I,8),disph(I,9)


*ENDDO

*VWRITE,LABdisp(1,10),LABdisp(1,11),LABdisp(1,12),LABdisp(1,13),LABdisp(1,14),LABdisp(1,15),LABdisp(

1,16),LABdisp(1,17)


*DO,I, 1,1, 1

*VWRITE, SEQU,

disph(I,10),disph(I,11),disph(I,12),disph(I,13),disph(I,14),disph(I,15),disph(I,16),disph(I,17)


*ENDDO


*CFCLOS

FINISH

!3.11 计算应力比值（σ1－σ3）/（σ1+σ3）

/PREP7

*DIM,sigmacal,array,5,16

*DO,I, 1,5, 1

*DO,J, 1,16, 1

sigmacal(I,J)=(sigma1(I,J)-sigma3(I,J))/(sigma1(I,J)+sigma3(I,J))

*ENDDO

*ENDDO

!3.11 输出应力比值（σ1－σ3）/（σ1+σ3）输出内容 12,文件名：sigmacal.txt

140

/POST1

*CFOPEN, sigmacal,txt




*DO,I, 1,1, 1

*VWRITE, SEQU,

sigmacal(I,1),sigmacal(I,2),sigmacal(I,3),sigmacal(I,4),sigmacal(I,5),sigmacal(I,6),sigmacal(I,7),si

gmacal(I,8)


*ENDDO


6)


*DO,I, 1,1, 1

*VWRITE, SEQU,

sigmacal(I,9),sigmacal(I,10),sigmacal(I,11),sigmacal(I,12),sigmacal(I,13),sigmacal(I,14),sigmacal(I,

15),sigmacal(I,16)


*ENDDO


*CFCLOS

FINISH

/POST1

RSYS,0

!3.12 输出所有计算、提取的参数结果输出内容 12,文件名：all.txt

!保存所有计算、提取的参数

/POST1

PARSAV,ALL,'all','txt ',' '

FINISH

!!!到此为止

!!!计算完成,祝贺你,小梅.

23.滞回分析

/PREP7

!定义单元类型，实常数，材料特性

ET,1,SHELL143

R,1,12, , , , ,

MP,EX,1,196784

MP,NUXY,1,0.3

!双线性随动强化模型

TB,BKIN,1,1,2,1

TBDATA,,310,600,,,,

141

!定义关键点、线、面

K,1,54,0,0

K,2,-54,0,0

K,3,54,0,1000

K,4,-54,0,1000

A,1,2,4,3

!定义边界荷强迫位移,划分网格

AESIZE,ALL,27,

MSHAPE,0,2D

MSHKEY,0

CM,_Y,AREA

ASEL, , , , 1

CM,_Y1,AREA

CMSEL,S,_Y

AMESH,_Y1

*do,i,1,5

D,i,ALL,0

*enddo

OUTPR,BASIC,ALL,

OUTRES,ALL,ALL,

!第 1荷载步

D,46,ux,60

TIME,1

AUTOTS,0

NSUBST,10, , ,1

KBC,0

LSWRITE,01,

!第 2荷载步

D,46,ux,-60

TIME,3

AUTOTS,0

NSUBST,20, , ,1

KBC,0

LSWRITE,02,

!第 3荷载步

D,46,ux,60

TIME,5

AUTOTS,0

NSUBST,20, , ,1

KBC,0

LSWRITE,03,

!第 4荷载步

D,46,ux,-60

TIME,7

AUTOTS,0

NSUBST,20, , ,1

142

KBC,0

LSWRITE,04,

!求解

FINISH

/SOLU

LSSOLVE,1,4,1,

!画出荷载位移曲线

FINISH

/POST26

NSOL,2,46,U,X,

RFORCE,3,46,F,X,

XVAR,2

PLVAR,3, , , , , , , , , ,

24.模拟某楼层浇注

如图所示楼层，实际施工中为分块浇注。首先浇注中间部分（红色），然后浇注支撑处部分（黑色）。

利用 ANSYS的单元生死功能，对问题进行仿真。

第一步：整过模架在重力作用下的变形。

143

浇注模拟命令流：

FINISH

/CLEAR,NOSTART

/PREP7

ET,1,BEAM3

ET,2,PLANE42

R,1,0.25,1E-2,0.5

MP,EX,1,210E9

MP,NUXY,1,0.3

MP,DENS,1,7800

MP,EX,2,210E9

MP,NUXY,2,0.3

MP,DENS,2,24000

*DO,IK,1,3

*DO,IP,1,17

N,IP+(IK-1)*17,(IP-1)*5,10-(IK-1)*5

*ENDDO

*ENDDO

*DO,IK,1,2

*DO,IP,1,5

N,IP+51+(IK-1)*5,(IP-1)*20,-(IK*10)

*ENDDO

*ENDDO

*DO,IP,1,16

TYPE,1

MAT,1

REAL,1

E,34+IP,35+IP

TYPE,2

MAT,2

E,IP,IP+1,IP+18,IP+17

E,IP+17,IP+18,IP+35,IP+34

*ENDDO

TYPE,1

MAT,1

144

REAL,1

E,35,52

E,52,57

E,39,53

E,53,58

E,43,54

E,54,59

E,47,55

E,55,60

E,51,56

E,56,61

/SOLU

ANTYPE,STATIC

TIME,1

NLGEOM,ON

NROPT,FULL

ESTIF,1E-8

ESEL,S,TYPE,,2

EKILL,ALL

ESEL,S,LIVE

NSLE,S

NSEL,INVE

D,ALL,ALL

NSEL,ALL

ACEL,,9.81

NSEL,S,LOC,Y,-20

D,ALL,ALL

ALLSEL,ALL

SOLVE

TIME,2

ESEL,S,TYPE,,2

EALIVE,ALL

NSEL,S,LOC,Y,5,12

DDELE,ALL

ALLSEL,ALL

SOLVE

/POST1

/DSCALE,1,AUTO

PLDISP,0

PLNSOL, S,EQV, 0,1.0

上面给出的是一次模拟和浇注模拟相应的命令流。在浇注模拟中需注意的问题：

（1）所有模型（单元），必须在前处理建立，包括所有后来浇注的部分及杀死的部分。

（2）分成两个载荷步进行求解计算，对应步骤相应进行单元的生死处理。各载荷步求解之间不能推出 Solution求解器！

（3）求解过程中要打开大变形开关、应用牛顿-拉斐逊算法（ANSYS单元生死必须的）。

对这两种分析方案的比较：

（1）一次模拟：一次性生成结构，然后分析结构在自重下的变形。优点：方便快捷。缺点：一次模拟方法纯粹是从结构分析的角度考虑，

145

不考虑结构的施工过程对结构的影响。结果有一定误差，特别对土建结构，施工过程往往对终结构的应力分布产生较大的影响。

（2）浇注模拟：先生成支撑模架，然后再生成上层混凝土，然后分析结构在自重下的变形。优点：考虑了结构施工过程对结构终内力分

布的影响。结果较精确，对土建结构，施工过程往往对终结构的应力分布产生较大的影响，建议采用。缺点：模拟过程复杂，对技术人

员要求较高。

25.在面上施加移动的面力

/prep7

et,1,shell63

r,1,1

mp,ex,1,5e6

mp,nuxy,1,0.3

block,0,5,0,5,0,5

vdele,all,,,0

lesize,all,1

amesh,all

finish

/solu

antype,trans

nsel,s,loc,z,0

d,all,all

delt=0.5

tim=0

timint,on

*do,i,1,5（移动五次）

tim=tim+0.5

time,tim

nsel,s,loc,z,5

nsel,r,loc,y,i-1,i（对其中某一个位置加面力）

sf,all,pres,10

alls

nsubst,5

outres,all,all

solve

*enddo

finish

26.实体桥墩的应力分析

fini

/clear

/title,Bridge of Guangka Road Nanjing,JiangSu

146

!/input,brlast.inp

!所有单位均采用国际单位制 N，m，Kg，s，m/s^2

/prep7

et,1,solid45

et,2,shell63

mp,ex,1,28.5e10

mp,prxy,1,0.16666667

mp,dens,1,2653.06

mp,ex,2,28.5e10

mp,prxy,2,0.16666667

mp,dens,2,0

acel,,9.8

k

k,2,1.5

k,3,10.100

k,4,10.100,1.757

k,5,9.939,1.949

k,6,9.554,2.408

k,7,9.393,2.600

k,8,2.496,2.600

k,9,2.304,2.439

k,10,1.692,1.925

k,11,1.500,1.764

k,12,,1.764

a,1,2,11,12

a,2,3,4,11

a,8,9,10,11,4,5,6,7

k,13,,,-1.500

k,14,,,-5.900

l,1,13

l,13,14

vdrag,1,2,3,,,,15,16

k,,0.214,3.296,-1.5

k,,1.21,4.132,-1.5

k,,11.471,3.234,-1.5

k,,11.086,3.694,-1.5

a,22,23,39,40

a,25,42,41,24

vdrag,38,39,,,,,58

vglue,all

vsel,s,,,1,6,1

vatt,1,1,1

vsel,s,,,9,10,1

vatt,2,1,1

vsel,all

asel,s,loc,z,0

147

/pnum,area,1

aplot

esize,0.5

mshkey,1

mshape,0,2d

aatt,2,,2

aglue,all

amesh,1

amesh,2

amap,3,11,8,7,4 !以 11,8,7,4为顶点对面积 3进行四边形 mapped网格剖分

vsel,s,,,1,6

EXTOPT,ACLEAR,1

FLST,5,6,6,ORDE,2

FITEM,5,1

FITEM,5,-6

CM,_Y,VOLU

VSEL, , , ,P51X

CM,_Y1,VOLU

CHKMSH,'VOLU'

CMSEL,S,_Y

VSWEEP,_Y1

CMDELE,_Y

CMDELE,_Y1

CMDELE,_Y2

asel,s,,,38,39

aatt,2,,2

amesh,all

vsel,s,,,9,10,1

FLST,5,2,6,ORDE,2

FITEM,5,9

FITEM,5,-10

CM,_Y,VOLU

VSEL, , , ,P51X

CM,_Y1,VOLU

CHKMSH,'VOLU'

CMSEL,S,_Y

VSWEEP,_Y1

CMDELE,_Y

CMDELE,_Y1

CMDELE,_Y2

nsel,s,loc,x,1.1-0.1,1.1+0.1

nsel,a,loc,x,4.3-0.1,4.3+0.1

nsel,a,loc,x,9-0.15,9+0.15

nsel,r,loc,y,0

nsel,r,loc,z,-1.1-0.1,-1.1+0.1

d,all,all

148

nsel,s,loc,x,1.1-0.1,1.1+0.1

nsel,a,loc,x,4.3-0.1,4.3+0.1

nsel,a,loc,x,9-0.15,9+0.15

nsel,r,loc,y,0

nsel,r,loc,z,-4.3-0.15,-4.3+0.15

d,all,all

asel,s,loc,z,-5.9

da,all,uz

lsel,s,,,81

nsll,s,1

*get,number1,node,,COUNT

*set,fx1,3047400/(number1)

*set,fy1,298300/(number1)

f,all,fx,fx1

f,all,fy,fy1

lsel,s,,,79

nsll,s,1

*get,number2,node,,count

*set,fy2,-9478500/(number2)

f,all,fy,fy2

lsel,s,,,87

nsll,s,1


*set,fx3,-160300/(number3)

*set,fy3,4858000/(number3)

f,all,fx,fx3

f,all,fy,fy3

lsel,s,,,85

nsll,s,1


*set,fy4,-5203000/(number4)

f,all,fy,fy4

allsel,all

gplot

allsel,all

/solu

solve

/post1

plnsol,s,x,0,1

27.在任意面施加任意方向任意变化的压力

在某些特殊的应用场合，可能需要在结构件的某个面上施加某个坐标方向的随坐标位置变化的压力载荷，当然，这在一定程度上可以

149

通过 ANSYS表面效应单元实现。如果利用 ANSYS的参数化设计语言，也可以非常完美地实现此功能，下面通过一个小例子描述此方法。

!!!

!!!在执行如下加载命令之前,请务必用选择命令 asel将需要加载的几何面选择出来

!!!

finish

/prep7

et,500,shell63

press=100e6

amesh,all

esla,s

nsla,s,1

! 如果载荷的反向是一个特殊坐标系的方向,可在此建立局部坐标系,并将

! 所有节点坐标系旋转到局部坐标系下.

*get,enmax,elem,,num,max !把当前选中的对象的大单元号赋予 enmax

dofsel,s,fx,fy,fz

fcum,add !!!将力的施加方式设置为"累加",而不是缺省的"替代"

*do,i,1,enmax

*if,esel(i),eq,1,then !i若在所选择单元中，esel（i）＝1，否则为 0。

*get,ae,elem,i,area !此命令用单元真实面积，如用投影面积，请用下几条命令

! *get,ae,elem,i,aproj,x !此命令用单元 X投影面积，

! *get,ae,elem,i,aproj,y !此命令用单元 Y投影面积

! *get,ae,elem,i,aproj,z !此命令用单元 Z投影面积

xe=centrx(i) !单元 i中心 X坐标(用于求解压力值)

ye=centry(i) !单元 i中心 Y坐标(用于求解压力值)

ze=centrz(i) !单元 i中心 Z坐标(用于求解压力值)

! 下面输入压力随坐标变化的公式,本例的压力随 X和 Y坐标线性变化.

p_e=(xe-10)*press+(ye-5)*press

f_tot=p_e*ae

esel,s,elem,,i

nsle,s,corner

*get,nn,node,,count

f_n=f_tot/nn

*do,j,1,nn

f,nelem(i,j),fx,f_n !压力的作用方向为 X方向

! f,nelem(i,j),fy,f_n !压力的作用方向为 Y方向

! f,nelem(i,j),fz,f_n !压力的作用方向为 Z方向

*enddo

*endif

esla,s

*enddo

aclear,all

fcum,repl !!!将力的施加方式还原为缺省的"替代"

dofsel,all

allsel

28.预紧分析

150

/prep7

/title, Sample application of PSMESH

et,1,92

mp,ex,1,1e7

mp,alpx,1,1.3e-5

mp,prxy,1,0.30

mp,ex,2,3e7

mp,alpx,2,8.4e-6

mp,prxy,2,0.30

tref,70

/foc,,-.09,.34,.42

/dist,,.99

/ang,,-55.8

/view,,.39,-.87,.31

/pnum,volu,1

/num,1

cylind,0.5,, -0.25,0, 0,180

cylind,0.5,, 1,1.25, 0,180

cylind,0.25,, 0,1, 0,180

wpoff,.05

cylind,0.35,1, 0,0.75, 0,180

wpoff,-.1

cylind,0.35,1, 0.75,1, 0,180

wpstyle,,,,,,,,0

vglue,all

numc,all

vplot

mat,1

smrt,off

vmesh,4,5

mat,2

vmesh,1,3

/pnum,mat,1

eplot

psmesh,,example,,volu,1,0,z,0.5,,,,elems

CM,lines,LINE

/dist,,1.1

cmplot

/solu

eqslve,pcg,1e-8

asel,s,loc,y

da,all,symm

asel,all

151

dk,1,ux

dk,12,ux

dk,1,uz

sload,1,9,,force,100,1,2

/title,Sample application of PSMESH - preload only

solve

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

!Finally, we construct the actual solution of interest. We want to

!know what happens to the preload in the bolt, and the stress field around

!it, when the assembly temperature rises to 150° F.

!Both the preload and the stresses increase because, for a uniform

!temperature rise, there is greater thermal expansion in the aluminum plates

!than in the steel bolt. Any method for applying preload that did not

!allow the load to change would be unable to predict this result.

!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!

/post1

plnsol,s,z

/solu

antype,,restart

tunif,150

/title,Sample application of PSMESH - uniform 150°

solve

/post1

plnsol,s,z

29.几何非线性+塑性+接触+蠕变

除去蠕变，这个模型的结果可靠性是不错的。作了一系列接触问题，通过试验验证符合的很好。

模型解释：（1）一个弹性结构受压（接触）变形，到发生塑性变形。（2）拿开压缩板，结构回弹，但不会回到原始位置。（3）这时计算蠕

变，释放掉应力。（4）再压弹性结构到开始压缩位置。比较这四步的接触力。结果：第二，三步当然没有接触力，（若没有应力释放，第一、

第四步接触力应一样，）有了应力释放，第四步接触力比第一步减小。

这个模型中的蠕变没用太好。用的是隐式 6号蠕变方程，蠕变是时间和应力的函数，参数是乱定的（应力释放太快）。

想请教有关蠕变方面的资料，尤其是材料蠕变方程选用及参数方面的资料。

/prep7

!------------CuSn8----------

ET,1,182,,,3

mp,ex,1,115e9

mp,prxy,1,0.3

r,1,0.3

TB,BKIN,1

152

TBDATA,1,470E6,0

tm=100

*SET,C1,1.5625E-14 !ASSIGN VALUE

*SET,C2,1.5 !ASSIGN VALUE

*SET,C3, !ASSIGN VALUE

*SET,C4,0 !ASSIGN VALUE

TB,CREEP,1,,,6 !ACTIVATE DATA TABLE

TBDATA,1,C1,C2,C3,C4 !DEFINE DATA FOR TABLE

!-----------contact-----------------

ET,9,169

ET,10,171

R,9,,,0.1,0.1,,

!RMORE,,,1.0E20,0.0,1.0,

!RMORE,0.0,0,1.0,0,0,0.5

!RMORE,,,1.0,0.0

MP,MU,9,0.0

!----------------geometry

k,,2

k,,2,0.2

k,,,0.2

k,,-0.2

k,,-0.2,1.2

k,,,1

k,,2,1.2

k,,1,1

k,,1.25,1

k,,2,1

L,8,9,

k,,1.5,1.2

k,,1.75,1.45

L, 1, 2

L, 1, 4

L, 4, 5

L, 5, 11

larc,7,12,11,0.25

larc,11,12,7,0.25

L, 7, 10

L, 10, 9

L, 8, 6

153

L, 6, 3

L, 3, 2

LFILLT,11,10,0.3, ,

!*

LFILLT,4,5,0.5, ,

!*

LFILLT,11,12,0.3, ,

!*

LFILLT,4,3,0.5, ,

FLST,2,16,4

FITEM,2,12

FITEM,2,15

FITEM,2,11

FITEM,2,13

FITEM,2,10

FITEM,2,1

FITEM,2,9

FITEM,2,8

FITEM,2,7

FITEM,2,6

FITEM,2,5

FITEM,2,14

FITEM,2,4

FITEM,2,16

FITEM,2,3

FITEM,2,2

AL,P51X

rect,1,3,1.45+0.001,1.5

type,1

mat,1

esize,0.05

amesh,all

!---------contact------------

alls

type,10

mat,9

real,9

154

lsel,s,,,6,7

nsll,s,1

esln,s,0

esurf,all

type,9

mat,9

real,9

lsel,s,,,17

nsll,s,1

esln,s,0

esurf,all

!------boundary

lsel,s,,,3

nsll,,1

d,all,ux

d,all,uy

lsel,s,,,19

nsll,,1

cp,11,uy,all

cplgen,11,ux

*get,nmin,node,,num,min

d,nmin,ux

ksel,s,,,10

nslk

*get,ndis,node,,num,min

fini

/solu

antype,static

nlgeom,on

autots,on

alls

save

155

rate,off

time,1e-8

d,nmin,uy,-0.3

nsub,20

outres,all,all

solve

*get,rf1,node,nmin,rf,fy

*get,dis1,node,ndis,u,y

time,2e-8

d,nmin,uy,0.0

nsub,20

outres,all,all

solve



!BFUNIF,TEMP,90

rate,on

TIME,tm

!NSUBST,10

OUTPR,BASIC,10 ! PRINT BASIC SOLUTION FOR EVERY 10TH SUBSTEP

OUTRES,ESOL,1 ! STORE ELEMENT SOLUTION FOR EVERY SUBSTEP

SOLVE



rate,off

time,tm+1e-8

d,nmin,uy,-0.3

nsub,20

outres,all,all

solve



/EOF

time,11

156

d,nmin,uy,-0.0

nsub,20

outres,all,all

solve



/eof

fini

/post1


fini

/eof

30.埋设在地下的排水管道

rpc 管道混凝土管道用 solid45 单元模拟，link8 模拟纵向钢筋和箍筋，直接建立单元，采用复制的方式直接生成实体。让 link 单元

和 solid 单元共用节点，（nummrg 和 numcmp 命令）这样就省去了耦合和添加约束方程，预应力采用施加初始应变的方式。约束采用简

直方式。计算以后在支座处有比较名显的应力集中现象。这是我做的思路，有命令流，有问题大家可以交流。

/prep7

et,1,solid45

mp,ex,1,4.5e10

mp,prxy,1,0.25

et,2,link8

mp,ex,2,2.0e11

mp,prxy,2,0.3

R,1,137.4e-6, ,

csys,1

n,1,0.52

n,2,0.56

n,3,0.6

NGEN,2,3,1,3,1,0,18,0,1,

NGEN,2,6,1,6,1,0,0,0.05,1,

type,1

mat,1

e,1,2,5,4,7,8,11,10

e,2,3,6,5,8,9,12,11

eplot

egen,20,12,1,2,1,,,,,,,18,,

nummrg,all

157

numcmp,all

egen,100,120,1,40,1,,,,,,,,0.05

nummrg,all

numcmp,all

type,2

mat,2

*dim,nOne,array,21

*do,i,1,16

*do,j,1,21

nsel,s,loc,x,0.56

nsel,r,loc,z,0.25+0.3*(i-1)

nsel,r,loc,y,18*(j-1)

*get,nOne(j),node,,num,max

*enddo

*do,j,1,20

e,nOne(j),nOne(j+1)

*enddo

*enddo

*dim,nTwo,array,101

*do,i,1,10

*do,j,1,101

nsel,s,loc,x,0.56

nsel,r,loc,y,36*(i-1)

nsel,r,loc,z,0.05*(j-1)

*get,nTwo(j),node,,num,max

*enddo

*do,j,1,100

e,nTwo(j),nTwo(j+1)

*enddo

*enddo

alls

nummrg,all

numcmp,all

ESEL,S,TYPE,,2

BFE,all,TEMP,1,-375, , ,

/view,1,1,1,1

/replot

save

31.带缺口梁的屈曲分析

一带缺口的梁,一端受压确定其临界载荷.梁尺寸 10×10×300，缺口尺寸 10×4×10，受力 Fz=5000N.

得位移----载荷如下:得临界载荷 Fcr=3606.74N

*set,length,10

*set,width,10

158

*set,height,300

*set,crac_len,4

*set,crac_wid,10

*set,crac_hei,10

*set,force,5000

/PREP7

ET,1,solid45

MP,EX,1,200e3

MP,PRXY,1,0.3

TB,BISO,1

TBDATA,1,400

TBDATA,2,20E3

!MODEL

BLOCK,0,length,0,width,0,height

K,9,0,0,(height/2)-(crac_hei/2)

KWPAVE,9

CSYS,4

BLOCK,0,crac_len,0,crac_wid,0,crac_hei

VSBV,1,2

KWPAVE, 13

VSBW, 3

KWPAVE, 15

VSBW, 2

wpro,,,90.000000

FLST,2,2,6,ORDE,2

FITEM,2,1

FITEM,2,4

VSBW,P51X

!MESH

LESIZE,9, , ,20, , , , ,1

LESIZE,12, , ,20, , , , ,1

*do,i,25,28

LESIZE,i, , ,20, , , , ,1

*enddo

*do,i,35,36

159

LESIZE,i, , ,20, , , , ,1

LESIZE,i+3, , ,20, , , , ,1

*enddo

LESIZE,43, , ,20, , , , ,1

LESIZE,44, , ,20, , , , ,1

LESIZE,1, , ,6, , , , ,1

LESIZE,3, , ,6, , , , ,1

LESIZE,6, , ,6, , , , ,1

LESIZE,8, , ,6, , , , ,1

LESIZE,13, , ,6, , , , ,1

LESIZE,15, , ,6, , , , ,1

LESIZE,18, , ,6, , , , ,1

*do,i,20,21

LESIZE,i, , ,6, , , , ,1

*enddo

LESIZE,32, , ,6, , , , ,1

LESIZE,37, , ,6, , , , ,1

LESIZE,42, , ,6, , , , ,1

LESIZE,14, , ,2, , , , ,1

LESIZE,16, , ,2, , , , ,1

LESIZE,17, , ,2, , , , ,1

LESIZE,19, , ,2, , , , ,1

*do,i,45,48

LESIZE,i, , ,2, , , , ,1

*enddo

*do,i,10,11

LESIZE,i, , ,4, , , , ,1

*enddo

LESIZE,24, , ,4, , , , ,1

LESIZE,29, , ,4, , , , ,1

*do,i,30,31

LESIZE,i, , ,4, , , , ,1

LESIZE,i+10, , ,4, , , , ,1

*enddo

VMESH,2,3

VMESH,5,6

VMESH,7

!Define constrain and load

FLST,2,2,5,ORDE,2

FITEM,2,10

160

FITEM,2,27

DA,P51X,ALL,0

SAVE

/PREP7

F,1072,FZ,-5000

KBC,0

SAVE

/SOLU

ANTYPE,static

NLGEOM,on

NSUBST,12,0,0

ARCLEN,1,0,0

AUTOTS,-1.0

OUTRES,ALL,all

/STATUS,SOLU

SOLVE

FINISH

32.幕墙企业玻璃简化计算

/encrypt,yuhui4,Magic Glass,mac,d:\

/nopr

finish

/CLEAR,NOSTART

multipro,'start',10

*cset,1,3,H,'The height of glass(unit:m)',2

*cset,4,6,W,'The width of glass(unit:m)',2

*cset,7,9,a1,'Angle left side to down(unit:C)',90

*cset,10,12,a2,'Angle right side to down(unit:C)',90

*cset,13,15,hole,'the number of hole',4

*cset,16,18,type,'Layered Glass Type(!SeePeak!)',1

*cset,19,21,thi,'Thickness of inner Glass(unit:m)',0.01

*cset,22,24,tho,'Thickness of outer Glass(unit:m)',0.008

*cset,25,27,Wk,'Designed wind pressure(unit:N/m2)',1000

*cset,61,62,'Please Fill in related blanks to',' build FEA model And apply loads'

*cset,28,30,Seismic,'Designed seismic accelerate(m/s2)',0.08

*cset,63,64,'FOR LAYERED GLASS TYPE:1--[dan','pian],2--[jiajiao],3--[ganghua]'

multipro,'end'

*if,hole,eq,0,then

multipro,'start',8

*cset,1,3,doftop,'constrain type on the top side',2

*cset,4,6,dofdown,'constrain type on the down side',1

*cset,7,9,dofleft,'constrain type on the left side',2

*cset,10,12,dofright,'constrain type on the right side',1

161

*cset,13,15,Wdiv,'divide number on the width side',40

*cset,16,18,Hdiv,'divide number on the heigth side',40

*cset,19,21,gravity,'The gravity Acceleration(unit:m/s2)',0

*cset,22,24,switch,'Choose solution type',1

*cset,61,62,'Please Fill in related blanks to',' Get FEA solution'

*cset,63,64,'SWITCH:0--[By Youself]1--[Small',',Deformed] 2--[LargeDeformed]'

multipro,'end'

*elseif,hole,eq,2,then

multipro,'start',9

*cset,1,3,kr,'Radium of glass hole(unit:m)',0.0175

*cset,4,6,kbw,'Distance to width side(unit:m)',0.106

*cset,7,9,kbh,'Distance to height side(unit:m)',0.106

*cset,10,12,dofdown,'constrain type on the down side',1



*cset,19,21,holediv,'divide number on the hole side',32





multipro,'end'


multipro,'start',8











multipro,'end'


multipro,'start',9




*cset,10,12,Dbottom,'hole central distance to bottom',1







162


multipro,'end'

*endif

*if,hole,eq,0,then!!!!!!!!!!平板建模

/prep7

csys,0

k,1,1,1

k,2,1+w,1

*afun,deg

k,3,1+H*cos(a1)/sin(a1),1+H

k,4,1+w-H*cos(a2)/sin(a2),1+H

a,1,2,4,3

et,1,shell63

*if,type,eq,1,then

thforcal=1.1*thi

*elseif,type,eq,2,then

thforcal=1.1*1.25*thi



*endif

R,1,thforcal,

MP,EX,1,7.2e10

MP,PRXY,1,0.21

mp,dens,1,2560

lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

lesize,all,,,hdiv

lsel,all

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

lesize,all,,,hdiv

lsel,all

amesh,1

*if,doftop,eq,0,then

*elseif,doftop,eq,1,then

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

dl,all,,uz

dl,all,,uX

allsel

*elseif,doftop,eq,2,then

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

dl,all,,uz

163

dl,all,,uy

allsel

*endif

*if,dofdown,eq,0,then

*elseif,dofdown,eq,1,then

lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

dl,all,,uz

dl,all,,uX

allsel


lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

dl,all,,uz

dl,all,,uy

allsel

*endif

*if,dofleft,eq,0,then

*elseif,dofleft,eq,1,then

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

dl,all,,uz

dl,all,,uY

allsel

*elseif,dofleft,eq,2,then

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

dl,all,,uz

dl,all,,ux

allsel

*endif

*if,dofright,eq,0,then

*elseif,dofright,eq,1,then

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

dl,all,,uz

dl,all,,uY

allsel

*elseif,dofright,eq,2,then

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

dl,all,,uz

dl,all,,ux

allsel

*endif

finish

*elseif,hole,eq,2,then!!!!!!!!!!!!两点建模

/prep7

/UIS,MSGPOP,3

et,1,shell63

*if,type,eq,1,then

thforcal=1.1*thi

164





*endif

r,2,thforcal

mp,ex,2,2.06e11

mp,prxy,2,0.3

csys,1

n,1,

n,2,kr,

kld=holediv

ngen,kld,1,2,,,,360/kld

*creat,make,mac

et,1,shell63

real,2

mat,2

! :do loop1

*do,i,2,kld,1

e,1,i,i+1

*enddo

finish

/prep7

e,1,kld+1,2

*end

make

finish

/prep7

csys,0

k,1,1,1

k,2,1+w,1

*afun,deg



k,5,kx(3)+kbw/sin(a1)-kbh*cos(a1)/sin(a1),ky(3)-kbh

k,6,kx(4)-kbw/sin(a2)+kbw*cos(a2)/sin(a2),ky(4)-kbh

a,1,2,4,3

CYL4,kx(5),ky(5),kr

CYL4,kx ,ky ,kr

asba,1,2

asba,4,3

aplot

/UIS,MSGPOP,3

R,1,thforcal,

MP,EX,1,7.2e10

165

MP,PRXY,1,0.21

mp,dens,1,2560

SMRT,6

TYPE, 1

MAT, 1

REAL, 1

ESYS, 0

lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

lesize,all,,,hdiv

lsel,all

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

lesize,all,,,hdiv

lsel,all

LSEL,S,LENGTH,,2*kr,2*(h+w)

LSEL,INVE

lesize,all,,,kld/4

smrtsize,6

mshape,1,2d

mshkey,0

amesh,1

eplot

*get,nnn1,node,0,count

egen,2,nnn1+kld,1,kld,1,,,,,,kx(5),ky(5)


egen,2,nnn2+kld,1,kld,1,,,,,,kx ,ky

/UIS,MSGPOP,3

edele,1,kld,1

ndele,1,kld+1

/auto,1

/rep

nsel,s,loc,x,kx(5)-0.001,kx(5)+0.001

nsel,r,loc,y,ky(5)-0.001,ky(5)+0.001

d,all,ux,0,,,,uy,uz

allsel

nsel,s,loc,x,kx -0.001,kx +0.001

nsel,r,loc,y,ky -0.001,ky +0.001

d,all,uy,0,,,,uz

166

allsel

CPINTF,ALL,0.0001,

*if,dofdown,eq,0,then


lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

dl,all,,uz

allsel


lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

dl,all,,uz

dl,all,,uy

allsel

*endif

finish

*elseif,hole,eq,4,then!!!!!!!!!!!!!!!!!四点建模

/prep7

/UIS,MSGPOP,3

et,1,shell63

*if,type,eq,1,then

thforcal=1.1*thi





*endif

r,2,thforcal

mp,ex,2,2.06e11

mp,prxy,2,0.3

csys,1

n,1,

n,2,kr,

kld=holediv


*creat,make,mac

et,2,shell63

real,2

mat,2

! :do loop1

*do,i,2,kld,1

e,1,i,i+1

*enddo

finish

/prep7

e,1,kld+1,2

*end

make

167

finish

/prep7

csys,0

k,1,1,1

k,2,1+w,1

*afun,deg



k,5,kbw/sin(a1)+kbh*cos(a1)/sin(a1)+kx(1),kbh+ky(1)

k,6,kx(2)-kbw/sin(a2)+kbh*cos(a2)/sin(a2),kbh+ky(2)



a,1,2,4,3

CYL4,kx(5),ky(5),kr

CYL4,kx ,ky ,kr

CYL4,kx(7),ky(7),kr

CYL4,kx ,ky ,kr

asba,1,2

asba,6,3

asba,1,4

asba,2,5

aplot

/UIS,MSGPOP,3

R,1,thforcal,

MP,EX,1,7.2e10

MP,PRXY,1,0.21

mp,dens,1,2560

SMRT,6

TYPE, 1

MAT, 1

REAL, 1

ESYS, 0

lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

lesize,all,,,hdiv

lsel,all

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

lesize,all,,,hdiv

lsel,all

168

LSEL,S,LENGTH,,2*kr,l+w

LSEL,INVE

lesize,all,,,kld/4

smrtsize,6

mshape,1,2d

mshkey,0

amesh,1

eplot









/UIS,MSGPOP,3

edele,1,kld,1

ndele,1,kld+1

/auto,1

/rep

finish

/solu

allsel

nsel,s,loc,x,kx(5)-0.001,kx(5)+0.001

nsel,r,loc,y,ky(5)-0.001,ky(5)+0.001

d,all,ux,0,,,,uy,uz

allsel



d,all,uy,0,,,,uz

allsel

nsel,s,loc,x,kx(7)-0.001,kx(7)+0.001

nsel,r,loc,y,ky(7)-0.001,ky(7)+0.001

d,all,ux,0,,,,uz

allsel



d,all,uz,0,,,,

allsel

169

CPINTF,ALL,0.0001,

finish

gplot

*elseif,hole,eq,6,then!!!!!!!!!!!!!!!!!六点建模

/prep7

/UIS,MSGPOP,3

et,1,shell63

*if,type,eq,1,then

thforcal=1.1*thi





*endif

r,2,thforcal

mp,ex,2,2.06e11

mp,prxy,2,0.3

csys,1

n,1,

n,2,kr,

kld=holediv


*creat,make,mac

et,2,shell63

real,2

mat,2

! :do loop1

*do,i,2,kld,1

e,1,i,i+1

*enddo

finish

/prep7

e,1,kld+1,2

*end

make

finish

/prep7

csys,0

k,1,1,1

k,2,1+w,1

*afun,deg



k,5,kbw/sin(a1)+kbh*cos(a1)/sin(a1)+kx(1),kbh+ky(1)

k,6,kx(2)-kbw/sin(a2)+kbh*cos(a2)/sin(a2),kbh+ky(2)


170


hp=ky(7)-ky(5)

xx9=(hp-dbottom)*(kx(7)-kx(5))/hp

yy9=ky(5)+dbottom

xx10=(hp-dbottom)*(kx -kx )/hp

yy10=ky +dbottom

k,9,kx(7)-xx9,yy9

k,10,kx +xx10,yy10

a,1,2,4,3

CYL4,kx(5),ky(5),kr

CYL4,kx ,ky ,kr

CYL4,kx(7),ky(7),kr

CYL4,kx ,ky ,kr

CYL4,kx(9),ky(9),kr

CYL4,kx(10),ky(10),kr

asba,1,2

asba,8,3

asba,1,4

asba,2,5

asba,1,6

asba,2,7

aplot

/UIS,MSGPOP,3

R,1,thforcal,

MP,EX,1,7.2e10

MP,PRXY,1,0.21

mp,dens,1,2560

SMRT,6

TYPE, 1

MAT, 1

REAL, 1

ESYS, 0

lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,y,ky(3)-0.01,ky(3)+0.01

lesize,all,,,wdiv

lsel,all

lsel,s,loc,x,kx(1)-0.01,kx(3)+0.01

lesize,all,,,hdiv

lsel,all

171

lsel,s,loc,x,kx(4)-0.01,kx(2)+0.01

lesize,all,,,hdiv

lsel,all

LSEL,S,LENGTH,,2*kr,l+w

LSEL,INVE

lesize,all,,,kld/4

smrtsize,6

mshape,1,2d

mshkey,0

amesh,1

eplot













/UIS,MSGPOP,3

edele,1,kld,1

ndele,1,kld+1

/auto,1

/rep

finish

/solu

allsel

nsel,s,loc,x,kx(5)-0.001,kx(5)+0.001

nsel,r,loc,y,ky(5)-0.001,ky(5)+0.001

d,all,ux,0,,,,uy,uz

allsel



d,all,uy,0,,,,uz

allsel

nsel,s,loc,x,kx(7)-0.001,kx(7)+0.001

nsel,r,loc,y,ky(7)-0.001,ky(7)+0.001

d,all,ux,0,,,,uz

172

allsel



d,all,uz,0,,,,

allsel

nsel,s,loc,x,kx(9)-0.001,kx(9)+0.001

nsel,r,loc,y,ky(9)-0.001,ky(9)+0.001

d,all,ux,0,,,,uz

allsel

nsel,s,loc,x,kx(10)-0.001,kx(10)+0.001

nsel,r,loc,y,ky(10)-0.001,ky(10)+0.001

d,all,uz,0,,,,

allsel

CPINTF,ALL,0.0001,

finish

gplot

*endif

finish

/solu!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!求解部分

Ek=3*seismic*(thi+tho)*26.0*1000*9.8

w=1.4*wk

e=1.3*ek

q1=0.6*ek+wk

q2=w+0.6*e

finish

/solu

/UIS,MSGPOP,3

esel,s,real,,1,1,1

eplot

sfe,all,1,pres,,q1

acel,,gravity,

allsel

gplot

*if,switch,eq,1,then

nlgeom,off

kbc,1

*elseif,switch,eq,2,then

nlgeom,on

sstif,on

nsubst,10

kbc,1

*endif

solv

finish

173

/post1

esel,s,real,,1,1,1

AVPRIN

plnsol,u,sum,0,1

*get,numall,node,0,count

*get,numstart,node,0,num,min

umax=0

inuse=numstart

*do,i,1,numall,1

*get,usum,node,inuse,u,sum

*if,umax,ge,usum,then

umax=umax

*elseif,umax,lt,usum,then

umax=usum

*endif

inuse=ndnext(inuse)

*enddo

finish

/solu

/UIS,MSGPOP,3

esel,s,real,,1,1,1

eplot

sfe,all,1,pres,,q2

allsel

gplot

*if,switch,eq,1,then

nlgeom,off

kbc,1

solv

finish

/post1

esel,s,real,,1,1,1

AVPRIN

plnsol,s,eqv,0,1

allsel

esel,s,real,,1,1,1

NSLE,S



smax=0

inuse=numstart

*do,i,1,numall,1

*get,ssum,node,inuse,s,eqv

*if,smax,ge,ssum,then

smax=smax

*elseif,smax,lt,ssum,then

174

smax=ssum

*endif

inuse=ndnext(inuse)

*enddo

allsel

*if,thforcal,le,0.012,then

dmq=84

kbq=58.8

*elseif,thforcal,gt,0.012,then

dmq=59

kbq=41.3

*endif

*if,h,lt,w,then

duanb=h

*elseif,h,ge,w,then

duanb=w

*endif

str=smax/1e6

esel,s,real,,1,1,1

/UIS,MSGPOP,1

*msg,note,str,umax*1000,dmq,10*duanb

Ultimate Limit States Glass STRESS=%gMa,%/&

Serviceabilitylimits DISPLACEMENT=%gmm,%/&

[Toughened Glass Allowble Stress]=%gMa,%/&

[Control Displacement]=%gmm,

/UIS,MSGPOP,3

*elseif,switch,eq,2,then

nlgeom,on

sstif,on

nsubst,10

kbc,1

solv

finish

/post1

esel,s,real,,1,1,1

AVPRIN

plnsol,s,eqv,0,1

allsel

esel,s,real,,1,1,1

NSLE,S



smax=0

inuse=numstart

*do,i,1,numall,1

*get,ssum,node,inuse,s,eqv

175

*if,smax,ge,ssum,then

smax=smax

*elseif,smax,lt,ssum,then

smax=ssum

*endif

inuse=ndnext(inuse)

*enddo

allsel

*if,thforcal,le,0.012,then

dmq=84

kbq=58.8

*elseif,thforcal,gt,0.012,then

dmq=59

kbq=41.3

*endif

*if,h,lt,w,then

duanb=h

*elseif,h,ge,w,then

duanb=w

*endif

str=smax/1e6

esel,s,real,,1,1,1

/UIS,MSGPOP,1

*msg,note,str,umax*1000,dmq,10*duanb

Ultimate Limit States Glass STRESS=%gMa,%/&

Serviceabilitylimits DISPLACEMENT=%gmm,%/&

[Toughened Glass Allowble Stress]=%gMa,%/&

[Control Displacement]=%gmm,

/UIS,MSGPOP,3

*elseif,swtich,eq,0

allsel

gplot

*endif

/gopr

finish

/encrypt

33.等截面杆单元生死应用实例

问题描述

等截面杆两端固定，承受均匀的温度载荷时将其中间 1/3段移去。过程是将其应变自由化并移去均匀温度。分析其热应力和应变情况。

/PREP7

/TITLE, ELEMENT BIRTH/DEATH IN A FIXED BAR WITH THERMAL LOADING

ET,1,LINK1 !二维杆单元

MP,EX,1,30E6 !材料特性

176

MP,ALPX,1,.00005

MP,EX,2,30E6

MP,ALPX,2,.00005 !重新‘出生’单元的特性

MP,REFT,2,100 !单元出生的参考温度

R,1,1.0

N,1

N,4,10

FILL

E,1,2

EGEN,3,1,-1 !生成三个单元

FINISH

/SOLU

ANTYPE,STATIC

D,1,ALL,,,4,3 !固定杆的两端

TREF,0 !参考温度 0度

TUNIF,100 !均匀温度载荷

NROPT,FULL

OUTPR,BASIC,ALL

SOLVE

EKILL,2 !‘杀死’中间的单元

SOLVE

EALIVE,2 !重新激活中间单元

MPCHG,2,2 !将材料特性改为 2以生成自由应变单元

SOLVE

TUNIF,0 !删除温度载荷

SOLVE

177

34.梁板建模联系

/input,beamandshell.inp

/title,beamandshell

/prep7

et,1,shell63

et,2,beam188

r,1,0.5

r,2

MP,EX,1,3.0e10

MP,PRXY,1,0.16667

MP,DENS,1,2.551e3

rectng,,4,,4

sectype,1,beam,rect,fucksec

secdata,1,0.5,10,5

secoffset,user,0,0.5

wpoff,,2

wprota,,90

asbw,all

wpoff,2

wprota,,,90

asbw,all

asel,all

aglue,all

aatt,1,1,1

lsel,s,,,4,12,8

178

lsel,a,,,10,14,4

k,100,2,2,-1

latt,1,2,2,,100,,1

lesize,all,0.1

/eshape,1!查看梁板的外形

lmesh,all

lsel,all

lesize,all,0.1

mshkey,1

amesh,all

/eshape,1!查看梁板的外形

acel,,9.8

/solu

allsel,all

lsel,s,,,5,6

lsel,a,,,8,9

lsel,a,,,2,11,9

lsel,a,,,13,15,2

dl,all,,all

dtran

allsel,all

solve

/post1

plnsol,s,eqv,0,1

35.圆盘转动例子

finish

/clear

RADIUS_INNER = 10

RADIUS_OUTER = 30

LOAD_OMEGA = 100

/auto

/triad,lbot

/pnum,type,1

/num,1

/prep7

et,1,63

r,1,0.1

mp,ex ,1,10e6

mp,nuxy,1,0.3

mp,dens,1,0.1/386.1

179

et,2,184

keyopt,2,1,1

pcirc,RADIUS_OUTER,RADIUS_INNER,0,90




nummrg,kp

aatt,1,1,1

mshape,0

mshkey,1

esize,5

amesh,all

! create rigid beams inside

csys,1

nrota,all

lsel,s,loc,x,RADIUS_INNER

nsll,s,1

n,,0,0,0

type,2$real,2$mat,2

*get,NCOUNT,node,,count

NEXTNODE=0

*do,ICOUNT,1,NCOUNT-1

NEXTNODE=ndnext(NEXTNODE)

e,node(0,0,0),NEXTNODE

*enddo

csys,0

! create dummy element

nsel,all

n,,RADIUS_OUTER+5,0,0

e,node(RADIUS_OUTER,0,0),node(RADIUS_OUTER+5,0,0)

d,node(0,0,0),all

ddele,node(0,0,0),rotz

allsel,all

finish

/solu

antype,trans

nlgeom,on

rescon,define,none

outres,all,all

180

time,0.04

deltim,6e-4,1e-5,0.1

nsel,u,node,,node(0,0,0)

csys,1

*get,NCOUNT,node,,count

NEXTNODE=0

*do,ICOUNT,1,NCOUNT

NEXTNODE=ndnext(NEXTNODE)

ic,NEXTNODE,uy,,LOAD_OMEGA*nx(NEXTNODE)

*enddo

csys,0

allsel,all

solve

finish

/post1

set,last

rsys,1

plns,u,sum

ANDATA,0.1,,2,0,0,1,0,1

36.简单的例子－如何对结构的振动控制分析

第一步：首先建立模型，如图，一个很简单的角形结构梁

其中上面的号码是节点号，连接 1，10的就是调频器，节点 2与 1均有质量。

finish

/clear,start

/prep7

k,1

k,2,10000

k,3,5000,10000

et,1,beam44

R,1,186160,178980000000,56238000000,1278,680,128980000000,

RMODIF,1,21,1278,680,

RMODIF,1,25,76160,110000,0,0,7.0678e-009,0,

UIMP,1,EX, , ,210000,

UIMP,1,DENS, , ,1.1261e-5,

l,2,3,4

l,3,1,4

lsel,all

lmesh,all

181

et,2,mass21

r,2,1000,1000,1000

type,2

real,2

e,1

e,2

dk,1,all

finish

第二步：进行模态分析

finish

/solu

antype,modal

modopt,subsp,10

mxpand,10

solve

finish

自己进入后处理器，察看结果

TIME 1 TIME

TIME

0.13996 0.139960

0.23500 0.235003

0.25406 0.254063

0.43206 0.432056

0.95366 0.953658

1.6187 1.61867

1.8375 1.83753

2.0020 2.00205

2.5345 2.53452

3.0464 3.04638

再进入扩展模态，找出对应想抑制震动的主自由度

在上面就以二阶和三阶为例吧，他们的振型是在 y，z平面，这也好理解，这个方向刚度很低，所以低频率就出现在这个振型上。所以上面

加的 tmd的方向也很讲究，也就是节点 10的位置是垂直于 y，z平面，不然，在其他方向就没有好的效果了。

加 tmd：

finish

/prep7

et,3,combin14

r,3,100,10

r,4,100,100,100

csys,4

kwpave,2

n,10,0,0,-1000

type,3

real,3

e,1,10

182

type,2

real,4

e,10

finish

然后进入阻尼模态分析，由于关心的频率范围是前两阶，因此，设置了频率范围在 0.1到 0.2，

在此强调一下，在 damp中频率范围一定要设置，不然感兴趣的结果有很多遗漏。

finish

/solu

antype,modal

modopt,damp,10

MXPAND,10, , ,0

MODOPT,DAMP,10,0.1,0.2, ,OFF

solve

finish

然后进入后处理器

0.13772

0.16125

有兴趣者可以对 tmd命令流中的 r,3,100,10中的阻尼进行变化

就可发现阻尼的作用了

对于低频作用不大，但对高频有很好的抑制效果

弹簧刚度的作用相反。

这个简单的例子是对其方法的一个简单描述，可能有不少错误和不详细的地方，希望大家共同探讨指正，谢谢

37.模态分析结果的输出实例

在 gui里看到的既不能修改，也不能 copy

现用命令流导出

考虑斑竹以积分鼓励大家，以一分为限

例子如下：

/clear,start

mass=83500

/prep7

k,1,0,0,0

k,2,10000,0,0

lstr,1,2

et,1,beam44

et,2,mass21

R,1,186160,178980000000,56238000000,1278,680,128980000000,

RMODIF,1,21,1278,680,

RMODIF,1,25,76160,110000,0,0,7.0678e-009,0,

*do,i,1,5

j=i*1000

/prep7

R,2,mass-j,mass-j,mass-j,0,0,0,

UIMP,1,EX, , ,210000,

UIMP,1,DENS, , ,1.1261e-5,

UIMP,2,EX, , ,210000,

183

UIMP,2,DENS, , ,0.78e-5,

lsel,,,,1

latt,1,1,1

lesize,1,,,5,1

lmesh,1

ksel,,,,2

katt,2,2,2

kmesh,2

d,1,,,,,,ux,uy,uz,rotx,roty,rotz

/solu

antype,modal

modopt,subsp,5

solve

finish

/POST26

FILE !确定数据源

FILE,'file','rst','.'

/UI,COLL,1 !打开对话框

NUMVAR,200 !post26中大允许存 100个

SOLU,191,NCMIT !确定每时间解的存储

STORE,MERGE ! 存数据

FILLDATA,191,,,,1,1 !以斜坡函数来填充数据

REALVAR,191,191 !只使用实部

! Save time history variables to file b.csv

*DEL,_P26_EXPORT !删除参数

*DIM,_P26_EXPORT,TABLE,5,1 ! 定义数组大小

VGET,_P26_EXPORT(1,0),1 !移动数据

*if,i,eq,1,then

/OUTPUT,'a1','csv','.' ! 生成文件

*elseif,i,eq,2,then

/OUTPUT,'a2','csv','.'

*elseif,i,eq,3,then


*elseif,i,eq,4,then


*elseif,i,eq,5,then


*else

*exit

*endif

*VWRITE,'TIME' ! 按一定次序写入数据

%C

*VWRITE,_P26_EXPORT(1,0)

184

%G

/OUTPUT,TERM

! End of time history save

finish

*enddo

38.火车过桥动态加载实例（部分）

2001/8/19

! 用对话框提示用户输入基本数据

!:reread

!multipro,'start',3

! *cset,1,3,y_bot,'enter the value of y_bot',0

! *cset,4,6,y_top,'enter the value of y_bot',0

! *cset,7,9,ttype,'enter the value of train type',0 !输入火车活载的类型

!multipro,'end'

y_bot=13.9

y_top=14.1

ttype = 0

*if,ttype,eq,0, then

q1 = 147000 !中-活载

q2 = 92000

q3 = 80000

L1 = 7.5

L2 = 30

*elseif,ttype,eq,1,then

q1 = 0

q2 = 0

q3 = 0

L1 = 0

L2 = 0

*else

*msg,ui

error value of ttype(1 or 2),please enter again

*go,: reread

*endif

! 识别桥面过列车的单元，并将单元按节点坐标从小到大排序

lsel,s,loc,y,y_bot,y_top

esll,s ! 选中桥面单元

elmax = elmiqr(0,14) ! 大单元号

ndmax = ndinqr(0,14) ! 大节点号

*dim,eldk,,elmax ! 存放桥面过车单元

*dim,ndx,,elmax ! 存放过车单元的节点 x坐标（两节点坐标中的较小值）

*dim,nodes,,ndmax ! 存放桥面过车的节点

185

j=0

*do,i,1,elmax

*if,esel ,gt,0, then

j = j+1

eldk(j) = i

*endif

*enddo ! 记录桥面单元的标号，保存于数组 eldk中

eldknum = j ! 总桥面单元数

! 对 eldk数组排序，按节点坐标从小到大排列

*do,i,1,eldknum

ii = eldk

ndi = nelem(ii,1)

ndj = nelem(ii,2)

i1 = nx(ndi)

i2 = nx(ndj)

ndx = i1

*if,i2,lt,i1,then

ndx = i2

*endif

*enddo

*do,i,1,eldknum-1

*do,j,i+1,eldknum

*if,ndx(j),lt,ndx ,then

temp = ndx

ndx = ndx(j)

ndx(j) = temp

temp = eldk

eldk = eldk(j)

eldk(j)= temp

*endif

*enddo

*enddo

nsle,s ! 选中桥面单元的节点

j=0

*do,i,1,ndmax

*if,nsel ,gt,0,then

186

j=j+1

nodes(j)=i

*endif

*enddo

ndnum = j ! 总桥面节点数

xmin = nx(nelem(eldk(1),1))

temp = nx(nelem(eldk(1),2))

*if,temp,lt,xmin,then

xmin = temp

*endif

xmax = nx(nelem(eldk(eldknum),1))

temp = nx(nelem(eldk(eldknum),2))

*if,temp,gt,xmax,then

xmax = temp

*endif

qth = xmax -xmin ! 桥面过车长度

lth1 = 2*qth + L1+L2 +182.5

lth = (nint(lth1/5)+8)*5 ! 总长度

dim = lth/5 +1

*dim,disy,table,dim,ndnum ! 桥面节点的 y方向的位移值

*dim,disy1,table,dim,ndnum ! 桥面节点的 y方向的位移值(从大到小)

*dim,disx,table,dim,ndnum ! 桥面节点的 x方向的位移值

*dim,disa,table,dim,ndnum ! 桥面节点的转角

*dim,disymax,,ndnum

*dim,diy,table,dim

*dim,ffx,table,elmax,dim ! 单元轴力

*dim,fmz,table,elmax,dim ! 单元弯矩

*dim,detaf,,elmax ! 每个单元轴力变化值

*dim,detaf1,,elmax ! 每个单元轴力变化值（从小到大）

*dim,elnum,,elmax ! 轴力变化大的单元号

*dim,detaf2,,20 ! 前 20个轴力变化大值

*dim,elnum2,,20 ! 前 20个轴力变化大值的单元

*dim,fmax,,elmax ! 每个单元的轴力大值

*dim,fmin,,elmax ! 每个单元的轴力小值

*dim,fabs,,elmax ! 每个单元轴力大值（绝对值）

*dim,elnum3,,elmax ! 轴力大的单元号

*dim,elnum4,,20 ! 前 20个轴力大的单元号

*dim,nmax,,20

*dim,dfmaxel,table,dim,20 ! 前 20各轴力变化大单元的轴力

*dim,dmmaxel,table,dim,20 ! 前 20各轴力变化大单元的弯矩

*dim,fmaxel,table,dim,20 ! 前 20各轴力大单元的轴力

*dim,mmaxel,table,dim,20 ! 前 20各轴力大单元的弯矩

eplot ! plot element

allsel

time = 0

*do,kk,0,lth,5,

187

time = time+1

!/uis,msgpop,3 ! 不显示数组被重新定义的警告

!/uis,msgpop,2

/solu ! 进入求解器

antype,static

esel,all

sfedele,all,1,pres, !先删除上一次加上的所有单元荷载

! 计算列车各部分在桥上的单元号

tpos1 = kk ! 火车头所在的位置

*if,tpos1,lt,(qth+L1+L2), then !火车进桥情况

xlth1 = 0

*do,i,1,eldknum

ii = eldk

ndi = nelem(ii,1)

ndj = nelem(ii,2)

elth1 = abs(nx(ndi)-nx(ndj))

xlth1 = xlth1 + elth1

*if,xlth1,ge,tpos1,then

*exit

*endif

*enddo

tele1 = i ! 火车头所在的单元

*if,tpos1,gt,L1,then

tpos2 =tpos1 -L1 !煤水车头所在的位置

xlth2 = 0

*do,i,1,eldknum

ii = eldk

ndi = nelem(ii,1)

ndj = nelem(ii,2)




*exit

*endif

*enddo

tele2 = i !旅客列车头所在的单元

*if,tpos1,gt,(L1+L2),then

tpos3 =tpos1 -(L1+L2) !旅客车头所在的位置

xlth3 = 0

*do,i,1,eldknum

ii = eldk

ndi = nelem(ii,1)

ndj = nelem(ii,2)

188




*exit

*endif

*enddo

tele3 = i !旅客列车头所在的单元

*endif

*endif

*endif

*if,tpos1,gt,(qth+L1+L2+182.5),then ! 火车过桥情况(182.5为任意取的一个常数)

*if,tpos1,lt,lth1, then

tpos4 = tpos1-(qth+L1+L2+182.5) !旅客列车尾部所在的位置

xlth4 = 0

*do,i,1,eldknum

ii = eldk

ndi = nelem(ii,1)

ndj = nelem(ii,2)




*exit

*endif

*enddo

tele4 = i !旅客列车尾部在的单元

*endif

*endif

! 加荷载于相应的单元

! SFBEAM, ELEM, LKEY, Lab, VALI, VALJ, VAL2I, VAL2J, IOFFST, JOFFST

*if,tpos1,le,L1, then ! 火车头进桥

c1 = xlth1 -tpos1

c2 = elth1 - c1

*if,tele1,eq,1,then

qq = q1*c2/elth1

sfbeam,eldk(tele1),1,pres,qq,qq,,,,,

*else

*do,j,1,tele1-1

sfbeam,eldk(j),1,pres,q1,q1,,,,,

*enddo

qq = q1*c2/elth1


*endif

*elseif,tpos1,le,(L1+L2),then ! 煤水车进桥

c1 = xlth1 - tpos1

189

*if,tele1,eq,tele2,then !火车头在同一个单元上

c2 = xlth2 - tpos2

c3 = elth2 - c2

qq = (q1*L1+q2*c3)/elth1


*do,j,1,tele1-1


*enddo

*else

dtele = tele1 - tele2

*if,dtele,eq,1, then

c2 = xlth2 - tpos2

c3 = elth2 - c2

qq0 = q1*(elth1-c1)/elth1

qq = (q1*c2+q2*c3)/elth2

sfbeam,eldk(tele1),1,pres,qq0,qq0,,,,,


*do,j,1,tele2-1


*enddo

*else

c2 = xlth2 - tpos2

c3 = elth2 - c2



*do,j,tele2+1,tele1-1


*enddo



*do,j,1,tele2-1


*enddo

*endif

*endif

*elseif,tpos1,le,qth,then ! 旅客列车进桥

c1 = xlth1 - tpos1

*if,tele1,eq,tele2, then

c2 = xlth2 - tpos2

c3 = elth2 - c2

qq = (q1*L1+q2*c3)/elth1


c4 = xlth3 - tpos3

c5 = elth3 - c4

dtele1 = tele2 - tele3

*if,dtele1,eq,1,then

190

qq1 = (q2*c4+q3*c5)/elth3


*do,j,1,tele3-1


*enddo

*else



*enddo

qq1 = (q2*c4+q3*c5)/(elth3)


*do,j,1,tele3-1


*enddo

*endif

*else

dtele1 = tele1 -tele2


c2 = xlth2 - tpos2

c3 = elth2 -c2



c4 = xlth3- tpos3

c5 = elth3 - c4



qq0 = (q1*c2+q2*L2+q3*c3)/elth2


*do,j,1,tele2-1


*enddo

*elseif,dtele2,eq,1,then



qq1 = (q2*c4+c3*c5)/elth3


*do,j,1,tele3-1


*else





*enddo

qq1 = (q2*c4+q3*c5)/(elth3)


191

*do,j,1,tele3-1


*enddo

*endif

*else

c2 = xlth2 - tele2

c3 = elth2 - c2



*do,j,tele2+1,tele1-1,


*enddo

qq = (q1*c2+q2*c3)/(elth2)




qq1 = (q2*c4+q3*c5)/(elth3)


*do,j,1,tele3-1


*enddo

*else



*enddo

qq1 = (q2*c4+q3*c5)/(elth3)


*do,j,1,tele3-1


*enddo

*endif

*endif

*endif

*elseif,tpos1,le,(qth+L1),then !火车头出桥

c1 = tpos1 - qth !火车头出桥长度

dtele1 = eldknum - tele2


c2 = xlth2 - tpos2

c3 = elth2 - c2

qq = (q1*c2+q2*c3)/(elth2)



c4 = xlth3 -tpos3

c5 = elth3 - c4



192

*enddo



*do,j,1,tele3-1


*enddo

*elseif,dtele1,eq,1,then

sfbeam,eldk(eldknum),1,pres,q1,q1,,,,,

qq = (q1*c2+q2*c3)/(elth2)


dtele2 = tele2- tele3

c4 = xlth3 - tpos3

c5 = elth3 - c4



*enddo



*do,j,1,tele3-1


*enddo

*elseif,dtele1,gt,1,then

*do,j,tele2+1,eldknum


*enddo

qq = (q1*c2+q2*c3)/(elth2)


c4 = xlth3 - tpos3

c5 = elth3 - c4



*enddo



*do,j,1,tele3-1


*enddo

*endif

*elseif,tpos1,le,(qth+L1+L2),then !煤水车头出桥

c4 = xlth3 - tpos3

c5 = elth3 - c4

dtele1 = eldknum - tele3




*do,j,1,tele3-1

193


*enddo

*else



*enddo



*do,j,1,tele3-1


*enddo

*endif

*elseif,tpos1,le,(qth+L1+L2+182.5),then ! 全桥均布列车荷载(182.5为任意取的

常数)

*do,j,1,eldknum


*enddo

*elseif,tpos1,le,lth1,then ! 均布列车荷载出桥

c1 = xlth4 - tpos4

c2 = elth4 - c1



*enddo

qq = q3*c1/elth4


*endif

/psf,pres,norm,1

/replot

solve

finish

/post1

diy(time,0) = tpos1

diy(time) = uy(91) ! 得到中间节点的 y坐标

*vplot,diy(1,0),diy(1,1) ! 动态显示中间节点位移结果

disx(time,0) = tpos1

disy(time,0) = tpos1

disa(time,0) = tpos1

*do,j,1,ndnum

disx(0,j) = nodes(j)

disy(0,j) = nodes(j)

disa(0,j) = nodes(j)

disx(time,j) = ux(nodes(j))

disy(time,j) = uy(nodes(j))

disa(time,j) = rotz(nodes(j))

*enddo

etable,forcex,smisc,1 ! 定义单元轴力表

194

etable,momentz,smisc,6 ! 定义单元弯矩表

*vget,ffx(1,time),elem,1,etab,forcex,,,,

*vget,fmz(1,time),elem,1,etab,momentz,,,,

ffx(0,time) = tpos1

fmz(0,time) = tpos1

*if,time,eq,1,then

*do,j,1,elmax

ffx(j,0) = j

fmz(j,0) = j

*enddo

*endif

*enddo

save,,,,all

! 结果处理

*do,i,1,ndnum

nd = nodes

disymax = abs(disy(1,nd))

*do,j,2,dim

*if,abs(disy(j,nd)),gt,disymax ,then

disymax = abs(disy(j,nd))

*endif

*enddo

*enddo

*do,i,1,ndnum-1

*do,j,i+1,ndnum

*if,disymax(j),gt,disymax ,then

temp = disymax

disymax = disymax(j)

disymax(j) = temp

temp = nodes

nodes = nodes(j)

nodes(j) = temp

*endif

*enddo

*enddo

*do,i,1,ndnum ! 前 5个位移大的节点

195

numnd = nodes

disy1(0,i) = numnd

*do,j,1,dim

kk = (j-1)*5

disy1(j,0) = kk

disy1(j,i) = disy(kk,numnd)

*enddo

*enddo

*do,i,1,elmax

fmin = ffx(i,1)

fmax = ffx(i,1)

*do,j,2,dim

*if,ffx(i,j),gt,fmax ,then

fmax = ffx(i,j)

*endif

*if,ffx(i,j),lt,fmin ,then

fmin = ffx(i,j)

*endif

*enddo

detaf = fmax - fmin ! 每个单元的内力变化值

detaf1 = detaf

*enddo

*do,i,1,elmax

elnum = i

*enddo

*do,i,1,elmax-1

*do,j,i+1,elmax

*if,detaf1(j),gt,detaf1 ,then

temp = detaf1

detaf1 = detaf1(j)

detaf1(j) = temp

temp = elnum

196

elnum = elnum(j)

elnum(j)=temp

*endif

*enddo

*enddo

*do,i,1,20

detaf2 = detaf1 !前 20个内力变化大的单元

elnum2 = elnum

*enddo

*do,i,1,20 ! 前 20个内力变化大的单元

numel = elnum2

dfmaxel(0,i) = i

dmmaxel(0,i) = i

*do,j,1,dim

kk = (j-1)*5

dfmaxel(j,0) = kk

dfmaxel(j,i) = ffx(numel,kk) ! 轴力变化大单元的轴力

dmmaxel(j,0) = kk

dmmaxel(j,i) = fmz(numel,kk) ! 相应的弯矩

*enddo

*enddo

! 前 20个内力大的单元

*do,i,1,elmax

fabs =abs(fmax )

*if,fabs ,lt,abs(fmin ),then

fabs =abs(fmin )

*endif

*enddo

*do,i,1,elmax

elnum3 =i

*enddo

*do,i,1,elmax-1

*do,j,i+1,elmax

*if,fabs(j),gt,fabs ,then

temp = fabs

197

fabs = fabs(j)

fabs(j) =temp

temp = elnum3

elnum3 = elnum3(j)

elnum3(j) = temp

*endif

*enddo

*enddo

*do,i,1,20

elnum4 = elnum3

nmax = fabs

*enddo

*do,i,1,20 ! 前 20个内力大的单元

numel = elnum4

fmaxel(0,i) = i

mmaxel(0,i) = i

*do,j,1,dim

kk = (j-1)*5

fmaxel(j,0) = kk

fmaxel(j,i) = ffx(numel,kk) ! 轴力大单元的轴力

mmaxel(j,0) = kk

mmaxel(j,i) = fmz(numel,kk) ! 相应的弯矩

*enddo

*enddo

save,,,,all

!/title,the 91 node displament vs train position ! 显示图形的名称

!*vplot,diy(1,0),diy(1,1)

!/ui,copy,save,bmp,graph

!/title

!/replot

*do,i,1,30

cc = nodes

/title, y displacement of node %cc% VS. train position

*vplot,disy1(1,0),disy1(1,i)

/ui,copy,save,bmp,graph

*enddo

/title

/sys,rename njq*.bmp aaa*.bmp

*do,i,31,ndnum

198

cc = nodes

/title, y displacement of node %cc% VS. train position

*vplot,disy1(1,0),disy1(1,i)


*enddo

/title

/sys,rename njq*.bmp aa*.bmp

!*do,i,1,20

!cc = elnum2

!/title,axis of element %cc% VS. train position

! *vplot,dfmaxel(1,0),dfmaxel(1,i)


!/title,moment of element %cc% VS. train position

! *vplot,dmmaxel(1,0),dmmaxel(1,i)


!*enddo

!/title

*do,i,1,20

cc = elnum4

/title,axis of element %cc% vs train position

*vplot,fmaxel(1,0),fmaxel(1,i)


/title,moment of element %cc% vs train position

*vplot,mmaxel(1,0),mmaxel(1,i)


*enddo

/title

*cfopen,result,txt,,,

*vwrite

(' ')

*vwrite

('**********************南京桥计算结果*****************************')

*vwrite

(' ')

*vwrite

(' ****节点大位移**** ')

ndnum1 = 5*nint(ndnum/5)

*do,i,1,ndnum1,5

a=nodes

b=nodes(i+1)

c=nodes(i+2)

d=nodes(i+3)

199

e=nodes(i+4)

*vwrite,a,b,c,d,e

('荷载位置',5(f8.0,5x))

*vwrite,disy1(1,0),disy1(1,i),disy1(1,i+1),disy1(1,i+2),disy1(1,i+3),disy1(

1,i+4)

(f5.0,,5(3x,f10.5))

*enddo

*vwrite

(' ****前 20个轴力变化大的单元和相应的轴力值**** ')

*vwrite,elnum2(1),detaf2(1)

(f15.0,' ', f15.1)

*vwrite

(' ')

*do,i,1,18,3

*vwrite

(' ')

a= elnum2

b= elnum2(i+1)

c= elnum2(i+2)

*vwrite,a,b,c

('荷载位置',9x,'单元',f4.0,14x,'单元',f4.0,14x,'单元',f4.0)

*vwrite,dfmaxel(1,0),dfmaxel(1,i),dmmaxel(1,i),dfmaxel(1,i+1),dmmaxel(1,i+1)

,dfmaxel(1,i+2),dmmaxel(1,i+2)

(f5.0,3(f11.1,' ',f11.1))

*enddo

*vwrite

(' ')

a= elnum2(19)

b= elnum2(20)

c= elnum2(20)

*vwrite,a,b,c


*vwrite,dfmaxel(1,0),dfmaxel(1,19),dmmaxel(1,19),dfmaxel(1,20),dmmaxel(1,20)

,dfmaxel(1,20),dmmaxel(1,20)

(f5.0,3(f11.1,' ',f11.1))

*vwrite

(' ')

*vwrite

(' ')

*vwrite

(' ***前 20个轴力大的单元和相应的弯矩值*** ')

*vwrite,elnum4(1),detaf2(1)

(f15.0,' ', f15.1)

*do,i,1,18,3

*vwrite

200

(' ')

a= elnum4

b= elnum4(i+1)

c= elnum4(i+2)

*vwrite,a,b,c


*vwrite,fmaxel(1,0),fmaxel(1,i),mmaxel(1,i),fmaxel(1,i+1),mmaxel(1,i+1),fmax

el(1,i+2),mmaxel(1,i+2)

(f5.0,3(f11.1,' ',f11.1))

*vwrite

(' ')

*enddo

*vwrite

(' ')

a= elnum4(19)

b= elnum4(20)

c= elnum4(20)

*vwrite,a,b,c


*vwrite,fmaxel(1,0),fmaxel(1,19),mmaxel(1,19),fmaxel(1,20),mmaxel(1,20),fmax

el(1,20),mmaxel(1,20)

(f5.0,3(f11.1,' ',f11.1))

*cfclos

39.悬索结构的找形和计算的例题

取自<悬索结构设计>沈世钊，中国建筑工业出版设，1997.8

p149例题 3-1

进行了找形计算和荷载作用下的静力计算

找形时取较小的弹性模量，静力计算时采用弹性模量的真值

这个例题说明，ANSYS还是可以进行悬索结构的分析的

/prep7

ET,1,LINK10

!找形时采用很小的弹性模量

R,1,0.001468,0.9,

MP,EX,1,0.60551e9

MP,NUXY,1,0.3

!定义节点

*do,i,1,5

*do,j,1,2*i-1

k=(i-1)*(i-1)+j

n,k,(j-i)*9.15,-36.6+(i-1)*9.15,0

201

*enddo

*enddo

*do,i,1,4

*do,j,1,2*i-1

k=(i-1)*(i-1)+j+25

n,k,(j-i)*9.15,36.6-(i-1)*9.15,0

*enddo

*enddo

!定义单元

*do,i,1,4

*do,j,1,2*i

k=i*i+j

e,k,k+1

*enddo

*enddo

*do,i,1,3

*do,j,1,2*i

k=i*i+j+25

e,k,k+1

*enddo

*enddo

*do,i,1,4

*do,j,1,2*i-1

k=(i-1)*(i-1)+j

e,k,k+2*i

*enddo

*enddo

*do,i,1,3

*do,j,1,2*i-1

k=(i-1)*(i-1)+j+25

e,k,k+2*i

*enddo

*enddo

*do,i,18,24

e,i,i+17

*enddo

!施加位移约束

d,1,ux,0

d,1,uy,0

d,1,uz,3.66

d,2,ux,0

d,2,uy,0

d,2,uz,1.83

d,4,ux,0

d,4,uy,0

d,4,uz,1.83

202

d,5,ux,0

d,5,uy,0

d,5,uz,0

d,9,ux,0

d,9,uy,0

d,9,uz,0

d,10,ux,0

d,10,uy,0

d,10,uz,-1.83

d,16,ux,0

d,16,uy,0

d,16,uz,-1.83

d,17,ux,0

d,17,uy,0

d,17,uz,-3.66

d,25,ux,0

d,25,uy,0

d,25,uz,-3.66

d,35,ux,0

d,35,uy,0

d,35,uz,-1.83

d,41,ux,0

d,41,uy,0

d,41,uz,-1.83

d,30,ux,0

d,30,uy,0

d,30,uz,0

d,34,ux,0

d,34,uy,0

d,34,uz,0

d,27,ux,0

d,27,uy,0

d,27,uz,1.83

d,29,ux,0

d,29,uy,0

d,29,uz,1.83

d,26,ux,0

d,26,uy,0

d,26,uz,3.66

!设定时间步

TIME,1

AUTOTS,0

NSUBST,20, , ,1

KBC,0

!输出每个子步的结果

OUTPR,BASIC,ALL,

203

OUTRES,ALL,ALL,

!设定大变形，应力刚化

NLGEOM,1

SSTIF,ON

FINISH

!求截

/SOLU

/STATUS,SOLU

SOLVE

FINISH

!后处理

/POST1

PRNSOL,DOF,

PRESOL,SMISC,1

PLESOL,SMISC,1

PLNSOL,U,X,0,1

finish

/PREP7

!更新几何形状

!a.rst为计算结果文件名，后一个为目录

!这两个参数应根据你的计算情况定

UPGEOM,1,LAST,LAST,a,rst,E:\JZD\1\

!弹性模量恢复为真值

R,1,0.001468,0.0027248,

MP,EX,1,2.0e11

!重新施加位移约束

d,1,uz,0

d,2,uz,0

d,4,uz,0

d,5,uz,0

d,9,uz,0

d,10,uz,0

d,16,uz,0

d,17,uz,0

d,25,uz,0

d,35,uz,0

d,41,uz,0

d,30,uz,0

d,34,uz,0

d,27,uz,0

d,29,uz,0

d,26,uz,0

!求截

/SOLU

/STATUS,SOLU

SOLVE

204

FINISH

/POST1

!观察施加荷载之前结构的位移

!可见位移基本为零,预张力基本不变

PLNSOL,U,Z,0,1

PLESOL,SMISC,1

FINISH

!写荷载工况文件 01

/PREP7

LSWRITE,01,

!施加节点荷载

*do,i,1,41

f,i,fz,-167445

*enddo

!设置第 2荷载步

TIME,2

AUTOTS,0

NSUBST,20, , ,1

KBC,0

LSWRITE,02,

!求解

FINISH

/SOLU

LSSOLVE,1,2,1,

后处理

/POST26

!可以看到，该结果和书中结果一致

NSOL,2,21,U,Z,

PLVAR,2, , , , , , , , , ,

ESOL,3,33,1,F,Y,

PLVAR,3, , , , , , , , , ,

40.陶瓷杆撞击铝板的例子

/filename,barplate

/title,Impact Of A Bar Into A Plate

/PREP7

/view,,1,2,3

/plopts,info,1

/pbc,all,1

/pnum,mat,1

/num,1

ET,1,SOLID164

205

! --- Enter Ceramic Material Properties For Bar

mpmod,1,1

mp,ex,1,330e9

mp,nuxy,1,.24

mp,dens,1,8400

! --- Enter Aluminum Material Properties For Plate Using GUI (Later) ...

! --- Create and Mesh Bar

block,-.1,.1,1,5,-.2,.2

desize,4

mat,1

vmesh,1

cm,nbar,node

cm,ebar,elem

! --- Define Initial Velocity of Bar

edivelo,nbar,,-500.0

! --- Create and Mesh Plate

block,-2,2,.75,.95,-1,1

desize,6

mat,2

vmesh,2

esel,s,mat,,2

nsle

cm,nplate,node

cm,eplate,elem

nsel,all

esel,all

! --- Apply Constraints To Bottom Perimeter of Plate

nsel,s,loc,y,.75

nsel,u,loc,x,-1.99,1.99

d,all,ux,0,,,,uy,uz

nsel,s,loc,y,.75

nsel,u,loc,z,-0.99,0.99

d,all,ux,0,,,,uy,uz

! --- Generate Eroding Surface-To-Surface Contact Between Bar and Plate

edcgen,ests,nbar,nplate,,,,,,1,1,1 ! Set V1=V2=V3=1

edcontact,1.0,,,,,,2,,0 ! SFSI, ORIE, and PENCHK explicitly set

! --- Create node and elem components for POST26

nsel,s,loc,x,-0.4,0.4

206

nsel,r,loc,z,-0.5,0.5

nsel,r,loc,y,0,2

esln

nsle

cm,elems,elem

cm,nodes,node

nsel,all

esel,all

eplot

fini

/solu

time,.0007 ! Endtime

edrst,10 ! Time Increment For Results Output

edhtime,100

edhist,nodes

edhist,elems

eplot

save

/eof ! The following is from going through the exercise ...

FINISH

/PREP7

!*

!*

MPMO,2,19

UIMP,2,DENS, , ,7860,

UIMP,2,EX, , ,100e9,

UIMP,2,NUXY, , ,0.34,

TB,PLAW,2, , ,1

TBDAT,1,289e6,

TBDAT,2,500e6,

TBDAT,3,0,

TBDAT,4,40,

TBDAT,5,5,

TBDAT,6,0.125,

!*

SAVE

FINISH

/SOLU

/STAT,SOLU

SOLVE

/INPUT,animacro,inp,,, 0

! FINISH

! /EXIT,NOSAV

207

/eof ! Read in "animacro.inp" (below) after the solution is done ...

/title, This macro unselects failed elements for the animation

fini

/post1 ! general post-processor

/dscale,,1 ! displacement magnification set to "true"

nsel,all

esel,all

eplot

*create,danim.mac ! create macro to animate eroding contact

/seg,delet

/seg,multi

/edge,,1

*do,i,arg1,arg2,arg3 ! use these substeps for animation

set,1,i

etab,erase

etab,eptoeqv,epto,eqv ! fill element table with strain data

esel,s,etab,eptoeqv,0.0,0.11 ! only total strain output documented

nsle ! nodes attached to selected elements

plesol,epto,eqv ! plot equivalent total strain

*enddo

/seg,off

anim,5,1,0.5 ! do not show animation in reverse

*end

/edge,,0

danim,1,11,1 ! assumes that there are at least 11 substeps of data ...

/eof

*msg,ui

An animation macro called "danim.mac" now exists in this directory. %/&

%/&

To run it, just type: danim,arg1,arg2,arg3 %/&

%/&

where %/&

%/&

arg1=first substep, arg2=last substep, and arg3=substep increment

41.求反作用力的 APDL命令法

FSUM

*GET,REAC_1,FSUM,,ITEM,FY

208

做个间单的例子

/prep7

et,1,solid45

mp,ex,1,5e6

mp,nuxy,1,0.3

block,0,5,0,5,0,5

lesize,all,,,10

vmesh,all

nsel,s,loc,z,0

d,all,all

alls

finish

/solu

f,193,fz,-20

solve

/post1

nsel,s,loc,z,0

fsum

*get,fyr,fsum,,item,fz

*status,fyr

fnish

42.LS-DYNA实例（部分）

/PREP7

/INPUT,'MIDCUBE','INP','D:\Program Files\ansysfile\',, 0

/REPLOT,RESIZE

ESEL,S,ENAME,,164

NSLE,S

CM,ncube,NODE

FINISH

/SOL

!*

EDVE,VELO,NCUBE,0,0,-1000,0,0,0, , , , , ,

NSEL,S,LOC,Z,2

CM,ncont,NODE

NSEL,S,LOC,Z,0

CM,ntarg,NODE

FINISH

/PREP7

!*

EDCGEN,NTS,NCONT,NTARG,0,0,0,0,0, , , , ,0,10000000

EDCONTACT,0.1,0,2,0,1,1,1,4,0

209

EDSP,OFF,' ',' ',1,

!*

ALLSEL,ALL

ALLSEL,ALL

SAVE

FINISH

/SOL

/STATUS,SOLU

SOLVE

FINISH

/POST1

SET,LAST

SET,LAST

!*

PLDI, ,

ANDATA,0.5, ,0,1,21,1,0,0

!*

SAVE,zhuangji,,D:\PROGRA~1\ANSYSF~1\

SAVE

/EFACE,1

AVPRIN,0, ,

!*

PLNSOL,S,EQV,0,1

/EFACE,1

AVPRIN,0, ,

!*

PLNSOL,S,EQV,1,1

AVPRIN,0, ,

!*

PLESOL,S,EQV,0,1

!*

PLNS,S,EQV

ANMODE,10,0.5, ,0

!*

SAVE

43.路面分层填筑对路基的影响

我编了一个 lgw文件，但求解不出分层填筑的影响变化，请

诸位高手指点一二！

好象是忘记了在求解前把所有的东东选上哦？

以前有大侠提供过一个非常有益的建议，即在 select实体后好跟上 select all,

对于你的题目来说是要 asel,all

附 lgw文件：

/clear,nostart

/FILNAME,lj45,1

/TITLE,H=4.5 Embankment Stastic Analysis

210

KEYW,PR_SET,1

KEYW,PR_STRUC,1

/PREP7

!*

et,1,plane42

KEYOPT,1,1,0

KEYOPT,1,2,0

KEYOPT,1,3,2

KEYOPT,1,5,0

KEYOPT,1,6,0

KEYOPT,1,9,0

!*

K,1,0,0,,

K,2,20.26,0,,

K,3,0,3,,

K,4,16.25,2.68,,

K,5,0,3.7,,

K,6,15.16,3.4,,

K,7,0,4.5,,

K,8,13.93,4.22,,

K,9,0,4.65,,

K,10,13.69,4.38,,

K,11,0,4.8,,

K,12,13.46,4.53,,

K,13,0,4.95,,

K,14,13.23,4.68,,

K,15,0,5.01,,

K,16,13.14,4.75,,

K,17,0,5.06,,

K,18,13.06,4.8,,

K,19,0,5.1,,

K,20,13,4.84,,

K,20,13,4.84,,

LSTR, 1, 2

LSTR, 3, 4

LSTR, 5, 6

LSTR, 7, 8

LSTR, 9, 10

LSTR, 11, 12

LSTR, 13, 14

LSTR, 15, 16

LSTR, 17, 18

LSTR, 19, 20

LSTR, 1, 3

LSTR, 3, 5

LSTR, 5, 7

211

LSTR, 7, 9

LSTR, 9, 11

LSTR, 11, 13

LSTR, 13, 15

LSTR, 15, 17

LSTR, 17, 19

LSTR, 2, 4

LSTR, 4, 6

LSTR, 6, 8

LSTR, 8, 10

LSTR, 10, 12

LSTR, 12, 14

LSTR, 14, 16

LSTR, 16, 18

LSTR, 18, 20

!*

a,1,2,4,3

A,3,4,6,5

A,5,6,8,7

A,7,8,10,9

A,9,10,12,11

A,11,12,14,13

A,13,14,16,15

A,15,16,18,17

A,17,18,20,19

SAVE,lj45gemo,db,..\

!*

mp,ex,1,37653e3

mp,prxy,1,0.35

mp,ex,2,39761e3

mp,prxy,2,0.35

mp,ex,3,40943e3

mp,prxy,3,0.35

mp,ex,4,42153e3

mp,prxy,4,0.35

mp,ex,5,500e6

mp,prxy,5,0.3

mp,dens,5,1700

mp,ex,6,800e6

mp,prxy,6,0.3

mp,dens,6,2300

mp,ex,7,1200e6

mp,prxy,7,0.3

mp,dens,7,2300

SAVE, lj45mat,db,..\

!*

212

asel,,area,,1

aatt,1,,1,0

AESIZE,1,0.2,

MSHAPE,0,2D

MSHKEY,1

AMESH,1

asel,,area,,2

aatt,2,,1,0

AESIZE,2,0.175,

MSHAPE,0,2D

MSHKEY,1

AMESH,2

asel,,area,,3

aatt,3,,1,0

AESIZE,3,0.16,

MSHAPE,0,2D

MSHKEY,1

AMESH,3

asel,,area,,4

aatt,5,,1,0

AESIZE,4,0.15,

MSHAPE,0,2D

MSHKEY,1

AMESH,4

asel,,area,,5

aatt,6,,1,0

AESIZE,5,0.15,

MSHAPE,0,2D

MSHKEY,1

AMESH,5

asel,,area,,6

aatt,6,,1,0

AESIZE,6,0.15,

MSHAPE,0,2D

MSHKEY,1

AMESH,6

asel,,area,,7

aatt,7,,1,0

AESIZE,7,0.06,

MSHAPE,0,2D

MSHKEY,1

AMESH,7

asel,,area,,8

aatt,7,,1,0

AESIZE,8,0.05,

MSHAPE,0,2D

213

MSHKEY,1

AMESH,8

asel,,area,,9

aatt,7,,1,0

AESIZE,9,0.04,

MSHAPE,0,2D

MSHKEY,1

AMESH,9

SAVE, lj45mesh,db,..\

!*

/solu

antype,

dl,1,,all,

dtran

lsel,,line,,11,19,1,0

dl,all,,ux,0

dtran

time,1

asel,,area,,4

acel,,9.8

SOLVE

TIME,2

asel,,area,,5

acel,,9.8

SOLVE

TIME,3

asel,,area,,6

acel,,9.8

SOLVE

TIME,4

asel,,area,,7

acel,,9.8

SOLVE

TIME,5

asel,,area,,8

acel,,9.8

SOLVE

TIME,6

asel,,area,,9,

acel,,9.8

SOLVE

SAVE,lj45slo,db,..\

finish

fini

/clea

214

44.一个例子（含地震影响，求振兴与频率）

!地处Ⅱ类场地,抗震设防烈度为八度,近震

!反应谱大地震影响系数 αｍａｘ=0.16,

!特征周期Ｔｇ=0.30.结构阻尼比取为 0.05.

/PREP7

BLOCK,0,0.15,0,2.85,0,-0.15,

BLOCK,0.15,3,0,2.85,0,-0.15,

BLOCK,3,6,0,2.85,0,-0.15

BLOCK,6,9,0,2.85,0,-0.15

BLOCK,0,0.15,0,2.85,-0.15,-4.5,

BLOCK,0,0.15,2.85,3,0,-0.15,

BLOCK,0.15,3,2.85,3,0,-0.15

BLOCK,3,6,2.85,3,0,-0.15

BLOCK,6,9,2.85,3,0,-0.15

BLOCK,0,0.15,2.85,3,-0.15,-4.5,

BLOCK,0.15,3,2.85,3,-0.15,-4.5

Block,3,6,2.85,3,-0.15,-4.5

Block,6,9,2.85,3,-0.15,-4.5

BLOCK,0,0.15,3,6,0,-0.15,

BLOCK,0.15,3,3,6,0,-0.15,

BLOCK,3,6,3,6,0,-0.15,

BLOCK,6,9,3,6,0,-0.15,

BLOCK,0,0.15,3,6,-0.15,-4.5,

vsel,s,,,all

vglue,all

/pnum,area,on

aplot

vsel,s,,,all

cm,f_sub,volum !前面部分

cmsel,s,f_sub

vsymm,z,all,,,,0,0

vsel,s,,,all

vsel,u,,,f_sub

vgen,,all,,,,,-9,,,1

vsel,s,,,all

vglue,all

215

!定义单元

et,1,solid45

mp,ex,1,2.5e8

mp,nuxy,1,0.2

mp,dens,1,2500

lsel,s,,,all

lsel,s,length,,,0.15

lesize,all,,3

lsel,s,,,all

lsel,u,length,,0.15

lesize,all,0.15

mshape,0,3D

mshkey,1

vsel,s,,,all

vmesh,all

asel,s,loc,y,0

cm,base_f,area !基础面

asel,s,,,all

asel,s,loc,x,9

cm,l_wall,area !x对称面

allsel

FINISH

/solu

antype,modal !求振型和频率

modopt,subsp,4 !用子空间迭代法求前 3阶振型

asel,s,,,all

cmsel,s,base_f

nsla,s,1

d,all,all

asel,s,,,all

asel,s,,,l_wall

nsla,s

dsym,symm,x

allsel

mxpand,5

solve

FINISH

216

/post1

set,list,2

set,first

/view,1,1,1,1,

/ang,1

/rep,fast

pldisp,0

anmode,10,0.5e-1,20

/anfile,save,'1','avi',''

set,next

/view,1,1,1,1,

/ang,1

/rep,fast

pldisp,0

anmode,10,0.5e-1,20


set,next

/view,1,1,1,1,

/ang,1

/rep,fast

pldisp,0

anmode,10,0.5e-1,20


/solu

antype,spectr !求振型和频率

spopt,sprs,3,yes !单点谱分析

svtype,2 !加速度谱

sed,1,0,0 !X方向地震作用

!定义反应谱(抗震规范 GBJ11-89)：Tg=0.4s,amax=0.16(8度) !F=a*G=a*m*g a值乘以 9.82

freq,0.333333333,0.353773168,0.376883475,0.403224181,0.433523506,0.468746338,0.510198876,0.559694183

,0.619824466,

sv,,0.256257352,0.270357153,0.286201463,0.304142684,0.324636126,0.348280823,0.375881551,0.408546201,

0.447844563,

freq,0.694429977,0.789452909,0.914603474,1.086909265,1.339207992,1.744044089,2.5,10,1000

sv,,0.496079267,0.556774157,0.635616298,0.742436687,0.895877629,1.136284746,1.5712,1.5712,0.70704

solve

finish

/solu

antype,modal !求振型和频率

expass,on

mxpand,3,,,yes !扩展前 3阶振型，计算单元解和反力

solve

finish

/solu

antype,spectr

217

srss,1,disp !应用 SRSS方法计算单元应力,该命令将写*.mcom文件

solve

finish

/post1

set,list

/inp,,mcom

pldisp

pletab,avg

prnsol,dof

presol,elem

prrsol,f

45.接触面上的压力总和

单面接触用于当一个物体的外表面与自身接触或和另一个物体的外表面接触时使用.

单面接触是 ANSYS/LS-DYNA中通用的接触类型，因为程序将搜索模型中的所有外表面，检查其间是否相互发生穿透.

由于所有的外表面都在搜索范围内, 不需要定义接触面与目标面.

在预先不知接触情况时，单面接触非常有用.

相对于 ANSYS隐式分析 , ANSYS/LS-DYNA 的单面接触不会非常耗时。

大多数冲击与碰撞问题需要定义单面接触

当接触面之间的穿透超过接触单元厚度的 40%时，单面接触自动释放接触，从而对下列问题造成潜在的问题 :

1. 超薄部分

2. 具有低刚度的软体

3. 高速运动物体之间的接触

单面接触在 ASCII rcforc 文件中不记录所有的接触反作用力. 如果需要接触反力, 可以使用点到面或面到面接触。

有效的接触类型有 Single Surface, Automatic Single Surface, Automatic General, Eroding Single Surface 和

Single Edge

第三版，欢迎指正！

!calculate mean contact pressure

!file name : pressure.txt

!command: /input,pressure,txt

!pave is the mean contact pressure

esel,s,type,,3 !contact element 172

*get,nelm,elem,0,count

*get,el,elem,0,num,min

*dim,pel,,nelm,1

*dim,sfel,,nelm,1

pfsum=0

pfsumx=0

pfsumy=0

sfsum=0

sfsumx=0

sfsumy=0

asum=0

asumx=0

asumy=0

218

pave=0 !the average contact pressure

numcont=0 !the number of contact elements

cnfxsum=0

cnfysum=0

pi=4*atan(1)

*do,i,1,nelm

*GET,stat1,ELEM,el,NMISC,19,1,2 !stat1, contact element status

*if,stat1,ge,2,then !if stat1>=2, it is in close contact,else it's open

!*GET,ael,ELEM,el,AREA

!For axisymmetric model

*GET,lel,ELEM,el,LENG

nd1=nelem(el,1)

nd2=nelem(el,2)

sintheta=(ny(nd2)+uy(nd2)-ny(nd1)-uy(nd1))/lel

costheta=(nx(nd2)+ux(nd2)-nx(nd1)-ux(nd1))/lel

r1=nx(nd1)+ux(nd1)

r2=nx(nd2)+ux(nd2)

!ael=pi*(r1+r2)*lel

ael=(r1+r2)*lel

!*

!calculate force in x and y direction

*GET,lelx,ELEM,el,LPROJ,X

*GET,lely,ELEM,el,LPROJ,Y

aely=(r1+r2)*lely

aelx=(r1+r2)*lelx

!*

*GET,pel( i ),ELEM,el,SMISC, 5,1,2 !get normal contact pressure of contact element el.

*GET,sfel( i ),ELEM,el,SMISC, 3,4 !get tangential contact stress of contact element el.

*GET,cnfx,ELEM,el,NMISC, 21 !get Contact element el force-x component.

*GET,cnfy,ELEM,el,NMISC, 22 !get Contact element el force-y component.

cnfxsum=cnfxsum+cnfx

cnfysum=cnfysum+cnfy

!*

asum=asum+ael

pfsum=pfsum+ael*pel( i )

sfsum=sfsum+ael*sfel( i )

!sum of the forces in x and y directions

asumx=asumx+aelx

asumy=asumy+aely

pfsumx=pfsumx+ael*pel( i )*sintheta

pfsumy=pfsumy+ael*pel( i )*costheta

sfsumx=sfsumx+aelx*sfel( i )*costheta

sfsumy=sfsumy+aely*sfel( i )*sintheta

!*

numcont=numcont+1

*endif

219

el=elnext(el)

*enddo

!average and total forces

pave=pfsum/asum

pfsum=pi*pfsum

sfave=sfsum/asum

sfsum=pi*sfsum

!average and total forces in x and y directions

pavex=pfsumx/asumx ！平均法向接触力 x向分量

pfsumx=pi*pfsumx ！法向接触力 x向分量

pavey=pfsumy/asumy ！平均法向接触力 y向分量

pfsumy=pi*pfsumy ！法向接触力 y向分量

sfavex=sfsumx/asumx ！平均摩擦力 x向分量

sfsumx=pi*sfsumx ！摩擦力 x向分量

sfavey=sfsumy/asumy ！平均摩擦力 y向分量

sfsumy=pi*sfsumy ！摩擦力 y向分量

!*

cnfxsum=cnfxsum ！x向接触力(摩擦力和法向接触力的 x向分量)

cnfysum=cnfysum ！y向接触力（摩擦力和法向接触力的 y向分量）

第四版，欢迎指正！

!calculate mean contact pressure

!file nameressure.txt

!command: /input,pressure,txt

!pave is the mean contact pressure

esel,s,type,,3 !contact element 172

*get,nelm,elem,0,count

*get,el,elem,0,num,min

*dim,pel,,nelm,1

*dim,sfel,,nelm,1

pfsum=0

pfsumx=0

pfsumy=0

sfsum=0

sfsumx=0

sfsumy=0

asum=0

asumx=0

asumy=0

pave=0 !the average contact pressure

numcont=0 !the number of contact elements

cnfxsum=0

cnfysum=0

pi=4*atan(1)

*do,i,1,nelm

*GET,stat1,ELEM,el,NMISC,19,1,2 !stat1, contact element status

220

*if,stat1,ge,2,then !if stat1>=2, it is in close contact,else it's open

!*GET,ael,ELEM,el,AREA

!For axisymmetric model

*GET,lel,ELEM,el,LENG

nd1=nelem(el,1)

nd2=nelem(el,2)

dx1=nx(nd2)+ux(nd2)-nx(nd1)-ux(nd1)

dy1=ny(nd2)+uy(nd2)-ny(nd1)-uy(nd1)

lel=sqrt(dx1*dx1+dy1*dy1)

sintheta=dy1/lel

costheta=dx1/lel

r1=nx(nd1)+ux(nd1)

r2=nx(nd2)+ux(nd2)

!ael=pi*(r1+r2)*lel

ael=(r1+r2)*lel

!*

!calculate force in x and y direction

lelx=abs(dx1)

lely=abs(dy1)

aely=(r1+r2)*lely

aelx=(r1+r2)*lelx

!*

*GET,pel( i ),ELEM,el,SMISC, 5,1,2 !get normal contact pressure of contact element el.

*GET,sfel( i ),ELEM,el,SMISC, 3,4 !get tangential contact stress of contact element el.

*GET,cnfx,ELEM,el,NMISC, 21 !get Contact element el force-x component.

*GET,cnfy,ELEM,el,NMISC, 22 !get Contact element el force-y component.

cnfxsum=cnfxsum+cnfx

cnfysum=cnfysum+cnfy

!*

asum=asum+ael

pfsum=pfsum+ael*pel( i )

sfsum=sfsum+ael*sfel( i )

!sum of the forces in x and y directions

asumx=asumx+aelx

asumy=asumy+aely

pfsumx=pfsumx+ael*pel( i )*sintheta

pfsumy=pfsumy+ael*pel( i )*costheta

sfsumx=sfsumx+ael*sfel( i )*costheta

sfsumy=sfsumy+ael*sfel( i )*sintheta

!*

numcont=numcont+1

*endif

el=elnext(el)

*enddo

!average and total forces

pave=pfsum/asum

221

pfsum=pi*pfsum

sfave=sfsum/asum

sfsum=pi*sfsum

!average and total forces in x and y directions

pavex=pfsumx/asumy

pfsumx=pi*pfsumx

pavey=pfsumy/asumx

pfsumy=pi*pfsumy

sfavex=sfsumx/asumy

sfsumx=pi*sfsumx

sfavey=sfsumy/asumx

sfsumy=pi*sfsumy

!*

cnfxsum=cnfxsum

cnfysum=cnfysum

46.施加位置函数荷载

asel,... (要加载荷的面）

esla,,,, (和面相联的单元）

*get,emax,... ( 大单元号）

*get,emin,... （小单元号）

*do,i,emin,emax

*if,esel ,eq,1,then (该句语法请查帮助，这里凭记忆写出）

！！！*do,i,1,N (共 N个单元）

csys,2 （激活极坐标系）

esel,,,i （选择第 i个单元）

xe=centrx （xe为单元中心 X坐标）

ye=centry （ye为单元中心 y坐标）

ze=centrz （ze为单元中心 z坐标）

*GET,AA,ELEM,I,AREA

f=2*sin(xe)*cos(ye)*cos(ze)

sfe,i,1,pres,,f/AA,,,

222

*endif (判断结束）

*enddo

47.非线性分析考虑刚度退化

这个例题只是简单的休整了弹性模量

你也可以修正其他材料特性

还可以根据每步的计算结果来修正

请问这么做何用 MPCHG命令有何不同

应该用 MPCHG吧。

MP用在 PREP7里。

MPCHG可在 PREP7和 SOLUTION里使用。

/prep7

et,1,link1

r,1,1

mp,ex,1,1e5

n,1,

n,2,10,

n,3,5,5

e,1,3

e,2,3

d,1,all

d,2,all

f,3,fy,-100

FINISH

/solu

*do,i,1,10

time,i

solve

mp,ex,1,1e5-100*i

*enddo

48.一个圆形水池的静力分析

/prep7

!-------------------------------------------

ET,1,SHELL63 !壳单元

MP,EX,1,2.1e5 !C20混凝土

MP,NUXY,1,0.2

R,1,200, , , , , , !壁厚 200

R,2,150, , , , , , !肋厚 150

!-------------------------------------------

!建模

k,1,0,0,0

k,2,325,0,0

223

k,3,325,520.4250,0

k,4,4100,1390.4250,0

k,5,4100,5145.0,0

k,6,4100,5508.0,0

k,7,4100,5975.0,0

k,8,3675,5145,0

k,9,3675,5470,0

k,10,0,5975,0

l,1,2

l,2,3

l,3,4

l,4,5

l,5,6

l,6,7

l,5,8

l,8,9

AROTAT,1,2,3,4,5,6,1,10,360,4,

AROTAT,7,8, , , , ,1,10,360,4,


NUMCMP,ALL

!-------------------------------------------

!划分网格

ASEL,S,,,1,24,1,,

AATT,1,1,1,0,

ASEL,S,,,25,32,1,,

AATT,1,2,1,0,

ALLSEL,ALL

AESIZE,ALL,400,

AMESH,ALL

!-------------------------------------------

!施加边界

LSEL,S,,,27,29,2,,

LSEL,A,,,33,35,2,,

LSEL,A,,,39,41,2,,

LSEL,A,,,45,47,2,,

DL,ALL,,ALL,

ALLSEL,ALL

DTRAN

!-------------------------------------------

!施加静水压力

ASEL,S,,,1,5,1,,

ASEL,A,,,7,11,1,,

ASEL,A,,,13,17,1,,

ASEL,A,,,19,23,1,,

NSEL,ALL

NSLA,S,1

224

SFGRAD,PRES,0,Y,5508.0,-1e-5

SF,ALL,PRES,0

ALLSEL,ALL

!-------------------------------------------

!求解

/solu

solve

!-------------------------------------------

!后处理

/post1

PLNSOL,U,SUM,0,

49.ANSYS中混凝土模式预应力模拟的算例

a.初应力方式

b.温度方式（建议使用）

c.等效荷载法（细部不便模拟）

下面有一小例，使用 solid95和 link8,或许对你有参考！

!简支梁实体与预应力钢筋分析

/COM, Structural

/PREP7

egjx=2e5 !Ey

agjx=140 !单根钢绞线面积

ehnt=4e4 !Eh

xzxs=1.0e-5 !线胀系数

yjl=200000 !定义预加力

et,1,link8 !定义 link8单元

et,2,solid95 !定义 solid95单元

r,1,agjx !定义 link8单元的面积

r,2 !定义第 2种实常数

mp,ex,1,egjx !定义 link8单元的弹性模量

mp,prxy,1,0.3 !定义 link8单元的泊松系数

mp,alpx,1,1.0e-5 !定义线膨胀系数

mp,ex,2,ehnt !定义 solid95单元的弹性模量

mp,prxy,2,0.3 !定义 solid95单元的泊松系数

blc4, , ,100,200,3000 !定义梁体

/view,1,1,1,1 !定义 ISO查看

/ang,1

vplot !绘制梁体

kwpave,6 !工作平面移动到关键点 6

wpoff,-30 !工作平面移动-30mm(X)

wprot,0,0,90 !工作平面旋转


wpoff,0,0,-40 !工作平面移动-40mm(Z)

225


wpoff,0,40 !工作平面移动 40mm(Y)

wprot,0,90 !工作平面旋转

vsbw,all !分割梁体

wpstyl !关闭工作平面显示

nummrg,all,,,,low !整理

numcmp,all !压缩编号

esize,30 !定义网分时边长控制

lsel,s,,,28,38,10 !定义 line28和 38为新的选择集

latt,1,1,1 !定义选择集的属性

lmesh,all !对线划分单元

allsel,all !新的选择集为所有的实体

gplot !绘制所有的实体

vsel,s,,,all !定义所有体为选择集

vatt,2,2,2 !定义选择集的属性

mshape,0,3d !将体划分单元的形状定位 HEX

mshkey,1 !采用 MAPPED划分器

vmesh,all !对体进行划分单元

finish

/solu







dk,2,,,,,ux,uy !对关键点 2约束(UX,UY)



solve !求解

finish

/post1

plnsol,s,z,0,1 !绘制 Z方向的应力

etable,sigi,ls,1 !定义钢筋单元数据表

plls,sigi,sigi,1 !绘制上述应力

!finish

!/exit,nosav

50.悬臂梁受重力作用发生大变形求其固有频率

基本过程：

1、建模

2、静力分析

NLGEOM,ON

PSTRES,ON

226

3、求静力解

4、开始新的求解：modal

PSTRES,ON

UPCOORD,1,ON 修正坐标

PSOLVE...

5、扩展模态解

6、察看结果

/PREP7

ET,1,BEAM189 !使用 beam189梁单元

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,EX,1,,210e9

MPDATA,PRXY,1,,0.3

MPDATA,DENS,1,,7850

SECTYPE, 1, BEAM, RECT, secA, 0 !定义梁截面 secA

SECOFFSET, CENT

SECDATA,0.005,0.01,0,0,0,0,0,0,0,0

K, ,,,, !建模与分网

K, ,2,,,

K, ,2,1,,

LSTR, 1, 2

LATT,1, ,1, , 3, ,1

LESIZE,1, , ,20, , , , ,1

LMESH, 1

FINISH

/SOL !静力大变形求解

ANTYPE,0

NLGEOM,1

PSTRES,ON !计及预应力效果

DK,1, , , ,0,ALL, , , , , ,

ACEL,0,9.8,0, !只考虑重力作用

TIME,1

AUTOTS,1

NSUBST,20, , ,1

KBC,0

SOLVE

FINISH

/SOLUTION

ANTYPE,2 !进行模态求解

MSAVE,0

MODOPT,LANB,10

MXPAND,10, , ,0 !取前十阶模态

PSTRES,1 !打开预应力效应

227

MODOPT,LANB,10,0,0, ,OFF

UPCOORD,1,ON !修正坐标以得到正确的应力

PSOLVE,TRIANG !三角化矩阵

PSOLVE,EIGLANB !提取特征值和特征向量

FINISH

/SOLU

EXPASS,1 !扩展模态解

PSOLVE,EIGEXP

FINISH

/POST1

SET,LIST !观察结果

FINISH

51.循环对称结构模态分析

这是 ANSYS HELP里的例子，但那个命令流似乎有些问题，下面是整理过的命令流。

基本过程：

1、建模

2、define cyclic

3、定义约束

4、求模态解

5、展开并察看结果

r1=5 !建模

r2=10

d1=2

nsect=24

alpha_deg=360/nsect

alpha_rad=2*acos(-1)/nsect

/prep7

csys,1

k,1,0,0,0

k,2,0,0,d1

228

k,3,r1,0,0

k,4,r1,0,d1

l,3,4

arotat,1,,,,,,1,2,alpha_deg/2

k,7,r2,0,0

k,8,r2,0,d1

l,7,8




a,5,6,10,9

mshkey,1

et,1,181

r,1,0.20

r,2,0.1

mp,ex,1,10e6

mp,prxy,1,0.3

mp,dens,1,1e-4

esize,0.5

asel,,,,1,4

aatt,,1

asel,,,,5

aatt,,2

allsel

CYCLIC, , , ,'CYCLIC' !定义基本扇区

AMESH,all !分网

FINISH

/SOL !求模态解

ANTYPE,2

MODOPT,LANB,10

MXPAND,10, , ,0

PSTRES,0


DK,5, , , ,0,UZ, , , , , ,

SOLVE

FINISH

/POST1

SET,LIST

SET, , ,1, , , ,4,

/CYCEXPAND, ,ON

PLNS,U,SUM !观察扩展模态

FINISH

229

52.三角平台受谐波载荷作用的结构响应

谐波载荷为作用在平台上面一点的集中力，幅值为 10N，频率范围 5Hz~70Hz

基本过程：

1、建模

2. 求模态解

3、用模态叠加法作谐分析

4. 观察结果

/PREP7 !建模

ET,1,BEAM189

ET,2,SHELL93

R,1,0.01, , , , , ,

MP,EX,1,210e9

MP,PRXY,1,0.3

MP,DENS,1,7850

SECTYPE, 1, BEAM, RECT, secA, 0

SECOFFSET, CENT

SECDATA,0.005,0.008,0,0,0,0,0,0,0,0

K, ,-0.5,,,

K, ,0.5,,,

K, ,,,1,

K, ,,1,1,

K, ,-0.5,1,,

K, ,0.5,1,,

K, ,,,0.5,

A,4,5,6

LSTR, 1, 5

LSTR, 3, 4

LSTR, 2, 6

LSEL,S,LINE,,4,6

230

LATT,1,1,1, , 7, ,1

LSEL, , , ,ALL

LESIZE,ALL, , ,10, , , , ,1

LMESH,4,6

TYPE, 2

MSHAPE,0,2D

MSHKEY,1

AMESH,1

FINISH

/SOL !为了使用模态叠加法谐分析

ANTYPE,2

MODOPT,LANB,20 !先取结构前 20阶模态

MXPAND,20, , ,0


KSEL,S,KP,,1,3

DK,ALL, , , ,0,ALL, , , , , ,

SOLVE

FINISH

!/POST1 ! 好事先看一下模态结果

!SET,LIST !以了解模态频率范围

!FINISH

/SOL !模态叠加法谐响应分析

ANTYPE,3

HROPT,MSUP

HROUT,ON

HROPT,MSUP,20, ,

HROUT,ON,OFF,0

F,177,FY,-10, !施加 10N的力在节点 177的负 Y方向

HARFRQ,5,70, !载荷的强制频率范围

NSUBST,200,

KBC,1

ALPHAD,5,

SOLVE

FINISH

/POST26 !察看位移响应

FILE,,rfrq

NUMVAR,20

NSOL,2,139,U,Y,

PLVAR,2

FINISH

231

53.三角平台受一地震谱激励的应力分布和支反力

基本过程：

1、建模

2、求模态解

3、求谱解

4、扩展模态

5、模态合并

6、观察结果

/PREP7 !建模

ET,1,BEAM189

ET,2,SHELL93

R,1,0.01, , , , , ,

MP,EX,1,210e9

MP,PRXY,1,0.3

MP,DENS,1,7850


SECOFFSET, CENT

SECDATA,0.005,0.008,0,0,0,0,0,0,0,0

K, ,-0.5,,,

K, ,0.5,,,

K, ,,,1,

K, ,,1,1,

K, ,-0.5,1,,

K, ,0.5,1,,

K, ,,,0.5,

A,4,5,6

LSTR, 1, 5

LSTR, 3, 4

232

LSTR, 2, 6

LSEL,S,LINE,,4,6

LATT,1,1,1, , 7, ,1

LSEL, , , ,ALL

LESIZE,ALL, , ,10, , , , ,1

LMESH,4,6

TYPE, 2

MSHAPE,0,2D

MSHKEY,1

AMESH,1

FINISH

/SOL !取前十阶模态

ANTYPE,2

MODOPT,LANB,10

KSEL,S,KP,,1,3

DK,ALL, , , ,0,ALL, , , , , ,

SOLVE

FINISH

/SOL !谱分析

ANTYPE,8

SPOPT,SPRS,10,1

SVTYP,3

SED,0,1,0, !给出激励方向

FREQ,0.25,1.34,6.73,14.6,28.9,0,0,0,0 !激励谱

SV,0,0.00073,0.00016,0.00034,0.00034,0.00052,

SOLVE

FINISH

/SOL !扩展模态

ANTYPE,2

EXPASS,1

MXPAND,10,0,0,1,0.001,

SOLVE

FINISH

/SOL !模态合并

ANTYPE,8

SRSS,0.001,DISP

SOLVE

/POST1 !观察结果

SET,LIST

/INPUT,,mcom

PRRSOL,F

233

FINISH

54.三角平台受时程载荷作用的应力分布和变形过程

基本过程：

1、建模

2. 施加随时间变化载荷，定义载荷步

3、求解

4. 在 POST1和 POST26中观察结果

/PREP7 !建模

ET,1,BEAM189

ET,2,SHELL93

R,1,0.01, , , , , ,

MP,EX,1,210e9

MP,PRXY,1,0.3

MP,DENS,1,7850


SECOFFSET, CENT

SECDATA,0.005,0.008,0,0,0,0,0,0,0,0

K, ,-0.5,,,

K, ,0.5,,,

K, ,,,1,

K, ,,1,1,

K, ,-0.5,1,,

K, ,0.5,1,,

K, ,,,0.5,

A,4,5,6

LSTR, 1, 5

LSTR, 3, 4

LSTR, 2, 6

LSEL,S,LINE,,4,6

234

LATT,1,1,1, , 7, ,1

LSEL, , , ,ALL

LESIZE,ALL, , ,10, , , , ,1

LMESH,4,6

TYPE, 2

MSHAPE,0,2D

MSHKEY,1

AMESH,1

FINISH

/SOL

ANTYPE,4

TRNOPT,FULL !完全法瞬态分析

KSEL,S,KP,,1,3

DK,ALL, , , ,0,ALL, , , , , ,

OUTRES,ALL,1

ALPHAD,5, !α阻尼

TIME,2 !定义载荷曲线

AUTOTS,1

NSUBST,50, , ,1

KBC,0

SFA,ALL,1,PRES,500

LSWRITE,1,

TIME,3

LSWRITE,2,

TIME,4

SFA,ALL,1,PRES,150

KBC,1

LSWRITE,3,

TIME,5

SFA,ALL,1,PRES,

LSWRITE,4,

LSSOLVE,1,4,1, !求解

FINISH

/POST26 !观察变形随时间的变化

NSOL,2,177,U,Y,uyy

PLVAR,2

FINISH

235

55.经典层合板理论

下面是我用 APDL写的程序。程序基于经典层合板理论。写的比较冗长，希望牛人能够给点意见，有没有哪位大侠用 ANSYS做过层合板缺

口件强度。希望交流交流程序写的很辛苦。

拿出来共享，希望能加分。

http://www.simwe.com/

/prep7

*AFUN,DEG !参数定义为角度

OVER=1 !定义控制结束的参数,OVER=0,循环结束

N=8 !定义总层数

H=1 !定义总厚度

TK=H/N !定义每层的厚度

PX=100 !定义 x方向外载荷

PY=0 !定义 y方向外载荷

PXY=0 !定义 xy方向剪切载荷

*dim,ARG,array,N !定义铺层的角度

ARG(1)=0

ARG(2)=45

ARG(3)=-45

ARG(4)=90

ARG(5)=90

ARG =-45

ARG(7)=45

ARG =0

Strainx=0 !定义中面 x方向应变

strainy=0 !定义中面 y方向应变

strainxy=0 !定义中面 xy方向应变

*dim,strainSTEP,array,2*N !定义各个阶段的应变

*dim,pxstep,array,2*N !定义各个阶段的应力

*dim,strain1,array,N !定义各层 x方向主应变

*DIM,Strain2,array,N !定义各层 y方向主应变

*dim,Strain12,array,N !定义各层 xy方向主应变

*dim,s1,array,N !定义各层 X方向主应力

236

*dim,s2,array,N !定义各层 Y方向主应力

*dim,s12,array,N !定义各层 XY方向的剪应力

!****************************************************************

!*Define the strength parameter of lamia

!****************************************************************

XT=2250 !定义纤维方向拉伸强度

XC=1600 !定义纤维方向压缩强度

YT=34.5 !定义基体方向拉伸强度

YC=200 !定义基体方向压缩强度

s=110 !定义剪切强度

F1=1/XT-1/XC

F2=1/YT-1/YC

F11=1/(XT*XC)

F22=1/(YT*YC)

F66=1/(S**2)

F12=(-1/2)*sqrt(F11*F22)

*dim,a,array,N !定义系数 a

*Dim,b,array,N !定义系数 b

*dim,R,array,N !定义各层的强度比

Rmin=1000000 !定义小强度比

RminN=0 !定义小强度比层号

!****************************************************************

!*Define the parameter of lamia

!****************************************************************

E1=1.35E5

E2=0.8E4

V21=0.34

V12=E2*V21/E1

G12=4.5E3

VV=1/(1.0-V21*V12)

*dim,Q11,array,N !定义退化刚度系数

*dim,Q22,array,N

*dim,Q12,array,N

*dim,Q66,array,N

*dim,HQ11,array,N !定义偏轴刚度系数

*dim,HQ12,array,n

*dim,HQ16,array,n

*dim,HQ22,array,n

*dim,HQ26,array,n

*dim,HQ66,array,n

*dim,z,array,N+1

*do,i,1,nint(N/2+1-0.5)

z =-H/2+(i-1)*Tk

z(N+2-i)=-z

237

*enddo

*do,i,1,n !给退化刚度系数赋初值

Q11 =VV*E1

Q22 =VV*E2

Q12 =V21*VV*E2

Q66 =G12

*enddo

!*****************************************************************

!***********************进入循环计算层合板强度********************

!*****************************************************************

*do,J,1,2*n+1

*if,over,NE,0,then !判断层合板是否失效

*do,i,1,n

RM=COS(ARG )

RN=SIN(ARG )

RM2=RM*RM

RM4=RM2*RM2

RN2=RN*RN

RN4=RN2*RN2

RMN=RM*RN

RMN2=RMN*RMN

HQ11 =Q11 *RM4+2.0*(Q12 +2.0*Q66 )*RMN2+Q22 *RN4

HQ12 =(Q11 +Q22 -4.0*Q66 )*RMN2+Q12 *(RM4+RN4)

HQ16 =-RMN*RN2*Q22 +RM2*RMN*Q11 -RMN*(RM2-RN2)*(Q12 +2.0*Q66 )

HQ22 =Q11 *RN4+2.0*(Q12 +2.0*Q66 )*RMN2+Q22 *RM4

HQ26 =-RMN*RM2*Q22 +RMN*RN2*Q11 +RMN*(RM2-RN2)*(Q12 +2.0*Q66 )

HQ66 =(Q11 +Q22 -2*Q12 )*RMN2+Q66 *(RM2-RN2)*(RM2-RN2)

*enddo

!*****************************************************************

!*Dedine Z Coordinate of Each Lamia

!*****************************************************************

A11=0

A12=0

A22=0

238

A26=0

A66=0

A16=0

B11=0

B12=0

B22=0

B26=0

B66=0

B16=0

D11=0

D12=0

D22=0

D26=0

D66=0

D16=0

!*****************************************************************

!* Define The Stiffness of Laminate

!*****************************************************************

*Do,i,1,N !积分求解层合板的刚度系数

A11=A11+HQ11 *(z(i+1)-z )

A12=A12+HQ12 *(z(i+1)-z )

A22=A22+HQ22 *(z(i+1)-z )

A26=A26+HQ26 *(z(i+1)-z )

A16=A16+HQ16 *(z(i+1)-z )

A66=A66+HQ66 *(z(i+1)-z )

B11=B11+0.5*HQ11 *(Z(i+1)**2-z **2)

B12=B12+0.5*HQ12 *(Z(i+1)**2-z **2)

B22=B22+0.5*HQ22 *(Z(i+1)**2-z **2)

B26=B26+0.5*HQ26 *(Z(i+1)**2-z **2)

B16=B16+0.5*HQ16 *(Z(i+1)**2-z **2)

B66=B66+0.5*HQ66 *(Z(i+1)**2-z **2)

D11=D11+1/3*HQ11 *(z(i+1)**3-z **3)

239

D12=D12+1/3*HQ12 *(z(i+1)**3-z **3)

D22=D22+1/3*HQ22 *(z(i+1)**3-z **3)

D16=D16+1/3*HQ16 *(z(i+1)**3-z **3)

D26=D26+1/3*HQ11 *(z(i+1)**3-z **3)

D66=D11+1/3*HQ11 *(z(i+1)**3-z **3)

*enddo

!*****************************************************************

!* Define The roughness of Laminate

!*****************************************************************

DA=(A11*A22*A66+2*A12*A26*A16-A16**2*A22) !求解层合板的柔度系数

DA=DA-A11*A26**2-A12**2*A66

HA11=(A22*A66-A26**2)/DA

HA12=(A16*A26-A12*A66)/DA

HA22=(A11*A66-A16**2)/DA

HA66=(A11*A22-A12**2)/DA

HA16=(A12*A26-A12*A16)/DA

HA26=(A12*A16-A11*A26)/DA

!*****************************************************************

!* Caculate The Strain and stress of each Lamina

!*****************************************************************

STRAINX=HA11*PX+HA12*PY+HA16*PXY !计算层合板的应变

STRAINY=HA12*PX+HA22*PY+HA26*PXY

STRAINXY=HA16*PX+HA26*PY+HA66*PXY

strainstep(j)=STRAINX !记录下各个阶段的应变

pxstep(j)=PX !记录下各个阶段的应力

*Do,i,1,N !计算各层的主应变

RM=COS(ARG )

RN=SIN(ARG )

RMN=RM*RN

RM2=RM*RM

RN2=RN*RN

strain1 =RM2*STRAINX+RN2*STRAINY+(RMN)*STRAINXY

Strain2 =RN2*STRAINX+RM2*STRAINY+(-RMN)*STRAINXY

STrain12 =-2*RMN*STRAINX+2*RMN*STRAINY+(RM2-RN2)*STRAINXY

240

S1 =strain1 *Q11 +strain2 *Q12 !计算各层的主应力

S2 =STrain1 *Q12 +STRAIN2 *Q22

s12 =strain12 *Q66

a =F11*(s1 **2)+F22*(S2 **2)

a =a +2*F12*s1 *s2 +F66*(S12 **2)

b =F1*S1 +F2*S2

R =-b /(2*a )+sqrt(b **2+4*a )/(2*a )

*enddo

*Vscfun,Rmin,min,R(1) !求出小强度比

*Vscfun,RminN,lmin,R(1) !求出小强度所在的层号

*if,s1(RminN)*(Rmin),gt,0,then !判断破坏层的失效模式

*if,s1(RminN)*(Rmin),lt,xt,then !并进行刚度退化

Q22(RminN)=Q22(RminN)*(10e-14)



*else





*ENDIF

*ELSEIF,s1(RminN)*(Rmin),le,0,then

*if,(-1)*s1(RminN)*(Rmin),lt,xc,then




*else





*endIF

*endif

*do,i,1,n !检查是否还有其他层破坏

241

*if,R ,eq,Rmin,then

Q11 =Q11(RminN)

Q22 =Q22(RminN)

Q12 =Q12(RminN)

Q66 =Q66(RminN)

*Endif

*Enddo

PX=PX*(RMIN) !外载荷按比例增加继续加载

PY=PY*(RMIN)

PXY=PXY*(RMIN)

*IF,Rmin,lt,1,THEN !判断层合板是否能继续承载

over=0

*endif

*else !全部单层完全破坏，退去循环

*ENDIF

*enddo

56．定易圆轨迹的例子

程序

/prep7

et,1,plane42

mp,ex,1,5e6

mp,nuxy,1,0.3

rectng,-10,10,-10,10

pcirc,5,,0,360

asba,1,2

smrtsize,6

amesh,all

finish

/solu

nsel,s,loc,x,-10

d,all,all

nsel,s,loc,x,10

sf,all,pres,-20

242

alls

solve

/post1

/pbc,path,1

path,circle,2

csys,1

ppath,1,6

ppath,2,8

pdef,,s,x

nplot

plpath,s

finish

57．模拟门式刚架施工－单元生死

! 施工分为三步

! 1: 建立立柱和临时支撑

! 2: 安装横梁

! 3: 去掉临时支撑

FINISH

/CLEAR

/UNITS,SI

/PREP7

!*

SECTWIDTH=300 !构件截面宽度 300MM

SECTHEIGHT=600 !构件截面高度 600MM

SECTAREA=SECTWIDTH*SECTHEIGHT

SECTIYY=SECTWIDTH**3*SECTHEIGHT/12.

SECTIZZ=SECTWIDTH*SECTHEIGHT**3/12.

SPAN=24E3 !跨度 24M

COLUMNHEIGHT=8E3 !柱子高度 8M

SLOP=3E3 !顶部斜坡 3M

ET,1,BEAM4

R,1,SECTAREA,SECTIYY,SECTIZZ,SECTHEIGHT,SECTWIDTH, ,

MP,EX,1,30E3

MP,NUXY,1,0.2

MP,DENS,1,2500E-12

K,1,

K,2,SPAN/2,0

K,3,SPAN

K,4,0,COLUMNHEIGHT

K,5,SPAN,COLUMNHEIGHT

K,6,SPAN/2.,COLUMNHEIGHT+SLOP

L,1,4 !左立柱

243

L,2,6 !临时支撑

L,3,5 !右立柱

L,4,6 !左横梁

L,5,6 !右横梁

LESIZE,ALL, , ,1 , , , , ,1

LMESH,ALL

/ESHAPE,1.0

FINISH

/SOLU

CNVTOL,F,,0.001,2,

NLGEOM,1

AUTOTS,0

NSUBST,3, , ,1

DK,1,ALL

DK,3,ALL

DK,2,ALL

ACEL,0,9.8E3,

!杀死横梁

EKILL, 4

EKILL, 5

SOLVE

FINISH

/POST

PARSAV, ALL, PARAM, TXT,

FINISH

/SOLU

ANTYPE,,REST,

PARRES, CHANGE , PARAM, TXT,

!激活横梁

EALIVE,4

EALIVE,5

SOLVE

FINISH

/POST


FINISH

/SOLU

ANTYPE,,REST,


!激活横梁

EALIVE,4

EALIVE,5

!杀死临时支撑

EKILL,2

SOLVE

244

FINISH

/POST

/DSCALE,1,10

/REPLOT

58．钢筋混凝土整体式模型例子

PREP7

!*

! 单元属性

ET,1,SOLID65

!*

KEYOPT,1,1,0

KEYOPT,1,5,0

KEYOPT,1,6,0

KEYOPT,1,7,1

!*

!*

!实参数 1：未配筋

R,1,2, , , ,2, ,

RMORE, , ,2, , , ,

!*

!实参数 2：X方向配筋

R,2,2,.05, , ,2, ,

RMORE, , ,2, , , ,

!*

!*

!材料属性

!混凝土基本材料属性

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,EX,1,,30e9

MPDATA,PRXY,1,,.2

!屈服准则

TB,MISO,1,1,5,

TBTEMP,0

TBPT,,0.0005,15e6

TBPT,,0.001,21e6

TBPT,,0.0015,24e6

TBPT,,0.002,27e6

TBPT,,0.003,24e6

!破坏准则

TB,CONC,1,1,9,

TBTEMP,0

TBDATA,,.5,.9,3e6,30e6,,

TBDATA,,,,1,,,

245

MPTEMP,,,,,,,,

MPTEMP,1,0

!钢材基本属性

MPDATA,EX,2,,200e9

MPDATA,PRXY,2,,.27

!屈服准则

TB,BISO,2,1,2,

TBTEMP,0

TBDATA,,310e6,2e9,,,,

!建立模型

K,1,,,,

K,2,3,,,

KGEN,2,1,2 ,1 , ,.05, , ,0

KGEN,2,1,2 ,1 , ,0.5, , ,0

A,1,2,4,3

A,3,4,6,5

VEXT,1,2 ,1 ,0,0,.2,,,,

VSEL, , , , 1

VATT, 1, 2, 1, 0

VSEL, , , , 2

VATT, 1, 1, 1, 0

LSEL, all

LESIZE,all,.2, , , , , , ,1

!*

VSEL, all

!*

VMESH,all

!*

/SOLU

!*

ANTYPE,0

!*

!力二范数收敛，2%

CNVTOL,F, ,0.02,2, ,

!*

!加约束

D,3, , , , , ,UY, , , , ,

D,35, , , , , ,UY, , , , ,

D,16, , , , , ,UY, , , , ,

D,48, , , , , ,UY, , , , ,

D,35, , , , , ,ALL, , , , ,

D,48, , , , , ,UZ, , , , ,

!加竖向位移荷载

D,75, ,-0.01, , , ,UY, , , , ,

D,123, ,-0.01, , , ,UY, , , , ,

!加载少分为 20步

246

NSUBST,20,1000000,20

!输出每步结果

OUTRES,ALL,1

!每步至少迭代 25次

CUTCONTROL,NOITERPRED,1

SOLVE

59．在荷载步之间改变材料属性例子

! 材料泊松比随荷载增加而逐步增大

FINISH

/CLEAR

/PREP7

FORCE=1. !初始荷载

FC=30. !极限荷载

NSTEP=30 !加载步数

EMU0=0.2 !初始泊松比为 0.2

EMUU=0.499 ! 终泊松比为 0.499

SVM=0. !VON MISES应力

!*

ET,1,SOLID45

!*

!*

MP,EX,1,30E3

MP,NUXY,1,EMU0

!建立模型

BLC4,0,0,100,100,100

ESIZE,100,0,

VMESH,ALL

/SOLU

!输出 RESTART文件

RESCONTRL,DEFINE,ALL,-1,1

NLGEOM,1

D,2,ALL

D,4,UY

D,5,UY

D,6,UY

D,5,UX

FINISH

SAVE

!分步加载

*DO,I,1,NSTEP

FINISH

/SOLU

!使用重启动功能

*IF,I,GT,1,THEN

247

ANTYPE,,REST,


*ENDIF

! 如果荷载超过强度的 50%，则线性提高泊松比

*IF,SVM,GE,FC*0.5,THEN

MP,EX,1,30E3

MP,NUXY,1,EMU0+(EMUU-EMU0)*(SVM/FC-0.5)/0.5

*ENDIF

!得到下一步荷载

FORCE=FORCE+1

!加载

SFE,ALL,4,PRES, , FORCE, , ,

SOLVE

FINISH

/POST1

!得到 VON MISES应力

*GET,SVM,ELEM,1,NMISC, 4


FINISH

*ENDDO

60．含预应力的特征值屈曲计算

! 由于预应力在特征值计算的过程中会同样放大，因此需要特别处理

! 在本例中，当竖向力 force<=4.0e4时，由于预应力的作用，柱子的

! 净轴力为拉力，因此无法得到屈曲荷载

! 我的解决方法：迭代，调整 force大小，使得需要的特征值屈曲 freq=1.

! 这样就可以得到屈曲荷载且排除预应力放大干扰

/com buckling analysis

fini

/CLEAR

/UNITS,SI

! 外荷载，可以取为 1,4.0e4,4.1e4,113.e4并比较其区别

!FORCE=4.1e4

FORCE=113.e4

/PREP7

!*

ET,1,BEAM4

ET,2,LINK10

R,1,0.1*0.2,0.2*0.1**3/12,0.1*0.2**3/12,0.2,0.1, ,

R,2,0.01*0.01,2e-3,

MPTEMP,1,0

MPDATA,EX,1,,200e9

MPDATA,PRXY,1,,0.27

MPDATA,DENS,1,,7800

k,1,

248

k,2,0,0,1

k,3,0,0,-10

l,1,3

l,1,2

lsel,,,,1,

latt,1,1,1

ALLSEL,ALL

lsel,,,,2,

latt,1,2,2

ALLSEL,ALL

lsel,,,,1,

LESIZE,all,0.3, , , , , , ,1

lsel,,,,2,

LESIZE,all, , ,1 , , , , ,1

ALLSEL,ALL

LMESH,ALL

FINISH

!/ESHAPE,1.0

!*

/SOLU

DK,3, , , ,0,UX,UY,UZ, ROTX,ROTY ,ROTZ ,

DK,2, , , ,0,UX,UY,UZ, , , ,

FK,1,FZ,-FORCE

ANTYPE,0

!NLGEOM,1

PSTRES,ON

SOLVE

FINISH

/SOLUTION

ANTYPE,1

BUCOPT,SUBSP,6,0,0

SUBOPT,0,0,0,0,0,ALL

SOLVE

FINISH

/POST1

PLDISP,0

/USER, 1

/VIEW, 1, 0.460197348251 , -0.540061973684 , 0.704664079717

/ANG, 1, -16.0547547534

/REPLO

SET,NEXT

/REPLOT

/AUTO, 1

!SET,LIST

/REP

61．振型叠加计算及工况组合例子

249

/PREP7

!*

ET,1,PLANE42

!*

!*

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,EX,1,,30e9

MPDATA,PRXY,1,,.2

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,DENS,1,,2500

MPTEMP,,,,,,,,

MPTEMP,1,0

MPDATA,DAMP,1,,.05

K,1,,,,

K,2,5,,,

K,3,5,.5,,

K,4,0,0.5,,

A,1,2,3,4

ESIZE,0.25,0,

MSHAPE,0,2D

MSHKEY,0

!*

!*

AMESH,ALL

!*

FINISH

/SOLU

!*

ANTYPE,2

!*

MODOPT,LANB,6

EQSLV,SPAR

MXPAND,0, , ,0

LUMPM,0

PSTRES,0

!*


FLST,2,1,4,ORDE,1

FITEM,2,4

!*

/GO

DL,P51X, ,ALL,

SAVE

250

/STATUS,SOLU

/REPLOT,RESIZE

SOLVE

FINISH

/POST1

PLDISP,0

SET,LIST

SET,,, ,,, ,1

/REPLOT

PLDISP,0

FINISH

/SOLU

EXPASS,1

MXPAND,6,0,0,0,0.001,

/STATUS,SOLU

SOLVE

FINISH

/POST1

/EFACE,1

AVPRIN,0, ,

!*

PLNSOL,S,X,0,1

SET,LIST

SET,,, ,,, ,3

/EFACE,1

AVPRIN,0, ,

!*

PLNSOL,S,X,0,1

FINISH

/SOLU

!*

ANTYPE,8

SPOPT,SPRS,6,0

BETAD,0,

DMPRAT,0,

MDAMP,1,.05, , , , , ,

!*

SVTYP,2,1,

SED,0,1,0,

ROCK,0,0,0,0,0,0,

!*

!*

FREQ,0.00001,100,0,0,0,0,0,0,0

!*

SV,0.05,1*50,1*50,

!*

251

SRSS,0.001,DISP

/STATUS,SOLU

SOLVE

FINISH

/POST1

/INPUT,'lcase','mcom',,, 0

PLDISP,0

/EFACE,1

AVPRIN,0, ,

!*

PLNSOL,S,X,0,1

AVPRIN,0, ,

!*

PLESOL,S,X,0,1

LCWRITE,1, , ,

FINISH

/SOLU

!*

ANTYPE,0

ACEL,9.8,0,0,

/STATUS,SOLU

/REPLOT,RESIZE

SOLVE

FINISH

/POST1

PLDISP,2

LCWRITE,2, , ,

LCASE,1,

/REPLOT

LCOPER,ADD,2, , ,

/REPLOT

62．柱子稳定分析算（预应力，特征值屈曲，初始缺陷）

! 要点：预应力，特征值屈曲，添加初始缺陷，几何非线性分析

finish

/CLEAR

/UNITS,SI

/PREP7

!*

FORCE=100

OFFSET=0.1 !初始缺陷为 0.1

! 建立模型

ET,1,BEAM4

ET,2,LINK10

252

R,1,0.1*0.12,0.12*0.1**3/12,0.1*0.12**3/12,0.12,0.1, ,

R,2,0.002*0.002,2e-3, !预应力

MPTEMP,1,0

MPDATA,EX,1,,200e9

MPDATA,PRXY,1,,0.27

MPDATA,DENS,1,,7800

k,1,

k,2,0,0,5

k,3,0,0,-5

k,11,0.2,0,0

k,12,-0.2,0,0

k,13,0,0.2

k,15,0,-0.2

l,1,2

l,1,3

l,1,11

l,1,12

l,1,13

l,1,15

l,2,11

l,2,12

l,2,13

l,2,15

l,3,11

l,3,12

l,3,13

l,3,15

lsel,,,,1,6

latt,1,1,1

ALLSEL,ALL

lsel,,,,7,14

latt,1,2,2

ALLSEL,ALL

lsel,,,,1,6

LESIZE,all,0.3, , , , , , ,1

lsel,,,,7,14

LESIZE,all, , ,1 , , , , ,1

ALLSEL,ALL

LMESH,ALL

FINISH

/ESHAPE,1.0

!*

! 求解特征值屈曲荷载

*DO,I,1,100

FINISH

/SOLU

253

DK,3, , , ,0,UX,UY,UZ, , ,ROTZ ,

DK,2, , , ,0,UX,UY, , , , ,

FK,2,FZ,-FORCE

ANTYPE,0

!设定时间步

TIME,1

AUTOTS,0

NSUBST,1, , ,1

!NLGEOM,1

SSTIF,ON

SOLVE

FINISH

/SOLU

ANTYPE,BUCKLE ! Buckling analysis

BUCOPT,LANB,1 ! Use Block Lanczos solution method, extract 1 mode

MXPAND,1 ! Expand 1 mode shape

PSTRES,ON ! INCLUDE PRESTRESS EFFECTS

SOLVE

FINISH

*GET,FREQ1,MODE,1,FREQ

*IF,FREQ1,LT,0.01,THEN

FREQ1=0.01

*ENDIF

*IF,ABS(FREQ1-1),LT,0.01,THEN !如果频率误差小于 1%

*EXIT

*ENDIF

FORCE=FORCE*FREQ1

*ENDDO

! 添加初始缺陷

FINISH

/POST1

SET,FIRST

NSORT,U,SUM

*GET,DMAX,SORT, ,MAX

!*

FINISH

/prep7

upgeom,OFFSET/DMAX,1,1,beammodel,rst

! 非线性求解

FINISH

/SOLU

!*

FORCE=FORCE*3.

DK,3, , , ,0,UX,UY,UZ, , ,ROTZ ,

DK,2, , , ,0,UX,UY, , , , ,

254

FK,2,FZ,-FORCE

ANTYPE,0

NLGEOM,1

NSUBST,20,0,0

OUTRES,ALL,1

ARCLEN,1,0,0

AUTOTS,-1.0

SOLVE

! 绘制荷载位移曲线

FINISH

/POST26

FILE

FILE,'beammodel','rst','.'

/UI,COLL,1

NUMVAR,200

FILLDATA,191,,,,1,1

REALVAR,191,191

NUMVAR,200

FILLDATA,191,,,,1,1

REALVAR,191,191

!*

NSOL,2,2,U,Z, UZ_2

STORE,MERGE

!*

RFORCE,3,19,F,Z, FZ_3

STORE,MERGE

XVAR,2

PLVAR,3,

63． module MConcrete !混凝土模板

implicit none

type::typ_Concrete

!混凝土抗拉强度,抗压强度,初始弹性模量,初始泊松比

! 终泊松比,初始剪切模量

real*8 Ft,Fc,E0,MU0,MUU,G0

!抗拉下降段参数,裂面剪力折减系数

real*8 A1,A2

!Crack=1,一条裂缝,=2两条裂缝,AddLoad=1加载,=0,卸载

integer*4 Crack, AddLoad

!裂缝角度

real*8 ANGLE

!t时的应力,主应力,应力增量,t+dt时的应力

real*8 SIG(3),SIGP(3),dSIG(3),Stress(3)

real*8 EPS(3),EPSP(3),dEPS(3),Strain(3)

!非线性指标, 破坏面, 大非线性指标

real*8 Beta,J2f,BetaMax

255

!弹性本构矩阵,割线本构矩阵,本构矩阵

real*8 De(3,3), Ds(3,3), D(3,3)

!坐标转换矩阵

real*8 N(3,3)

integer(4) INC, NCycle

end type typ_Concrete

contains

subroutine Con_Initial(C) !初始化混凝土参数

type(typ_Concrete) :: C

C%Fc=30d6; C%Ft=3d6; C%E0=30d9; C%MU0=0.2d0; C%MUU=0.2d0

C%A1=3000; C%A2=0.5;

C%G0=C%E0/(2.d0*(1.d0+C%MU0))

C%Crack=0; C%Angle=0.d0; C%AddLoad=1

call Con_Get_De(C)

return

end subroutine Con_Initial

subroutine Con_Get_D(C)


call Con_Get_De(C)

if(C%Crack<1) then

call MAXMIN(C%SIG,C%SIGP,C%ANGLE)

end if

! RCM程序

! if(C%Crack>1) then

! call MAXMIN(C%EPS,C%EPSP,C%ANGLE)

! end if

call Con_Get_N(C)

Call Con_Add_Load(C) !判断是否为加载

if(C%AddLoad==0) then !如果是卸载

call Con_UnLoad(C)

!return

end if

if(C%AddLoad==1) then

call Con_Get_Beta(C)

if(C%Beta<=C%BetaMax) then

call Con_UnLoad(C)

else

call Con_Get_Ds(C)

C%BetaMax=C%Beta

end if

if(C%Crack<1) then

call MAXMIN(C%Stress,C%SIGP,C%ANGLE)

end if

! RCM程序

256

! if(C%Crack>1) then

! call MAXMIN(C%EPS,C%EPSP,C%ANGLE)

! end if

call Con_Get_N(C)

call Con_Crack(C)

end if

return

end subroutine Con_Get_D

subroutine Con_Crack(C) !处理裂缝


real*8 EPSC,EPST

integer(4) :: CrackState(3)

real*8 :: E1,E2,E12,G

EPSC=-C%Fc/C%E0*2.d0 !峰值压应变

EPST=C%Ft/C%E0 !峰值拉应变

CrackState=0

C%SIGP=matmul(transpose(C%N),C%Stress)

if(C%SIGP(1)>C%Ft.and.C%Crack<1) then

C%Crack=1

end if

if(C%SIGP(2)>C%Ft.and.C%Crack<2) then

C%Crack=2

end if

if(C%Crack>0) then

C%EPSP=matmul(transpose(C%N),(C%EPS+C%dEPS))

if(C%EPSP(1)<=0.d0) then

if(abs(C%EPSP(1))<abs(EPSC)) then

C%SIGP(1)=2.d0*(C%EPSP(1)/EPSC)

1 -(C%EPSP(1)/EPSC)**2

C%SIGP(1)=-C%SIGP(1)*C%Fc

else

C%SIGP(1)=-C%Fc

end if

else

if(C%EPSP(1)<=EPSt) then

C%SIGP(1)=C%EPSP(1)*C%E0

else

C%SIGP(1)=C%Ft*exp(-C%A1*(C%EPSP(1)-EPSt))

CrackState(1)=1

end if

end if

if(C%EPSP(2)<=0.d0) then

if(abs(C%EPSP(2))<abs(EPSC)) then

C%SIGP(2)=2.d0*(C%EPSP(2)/EPSC)

257

1 -(C%EPSP(2)/EPSC)**2

C%SIGP(2)=-C%SIGP(2)*C%Fc

else

C%SIGP(2)=-C%Fc

end if

else

if(C%EPSP(2)<=EPSt) then

C%SIGP(2)=C%EPSP(2)*C%E0

else

C%SIGP(2)=C%Ft*exp(-C%A1*(C%EPSP(2)-EPSt))

CrackState(2)=1

end if

end if

C%SIGP(3)=C%G0*C%EPSP(3)*C%A2

C%Stress=matmul(matinv(transpose(C%N)),C%SIGP)

C%Strain=C%EPS+C%dEPS

if(CrackState(1)==1) then

E1=-0.01*C%E0

else

E1=C%E0

end if

if(CrackState(2)==1) then

E2=-0.01*C%E0

else

E2=C%E0

end if

E12=0;

G=C%G0*C%A2

C%D(1,:)=(/E1,E12,0.d0/)

C%D(2,:)=(/E12,E2,0.d0/)

C%D(3,:)=(/0.0d0,0.0d0,G/)

C%D=matmul(C%N,matmul(C%D,transpose(C%N)))

end if

return

end subroutine Con_Crack

subroutine Con_Get_Ds(C) !得到割线模量


real*8 Es, MUs

if(C%Beta<=1.d0) then

Es=C%E0*(1.d0+sqrt(1.d0-C%Beta))/2.d0

MUs=C%MU0

if(C%Beta>0.8d0) then

258

MUs=C%MUU-(C%MUU-C%MU0)*

1 sqrt(1.d0-((C%Beta-0.8d0)/0.2d0)**2)

end if

C%Ds(1,:)=(/1.d0,MUs,0.0d0/)

C%Ds(2,:)=(/MUs,1.d0,0.0d0/)

C%Ds(3,:)=(/0.d0,0.d0,(1.d0-MUs)/2.d0/)

C%Ds=C%Ds*Es/(1.d0-MUs**2)

C%Stress=matmul(C%Ds,(C%EPS+C%dEPS))


C%D=C%De

else

C%D=0.d0

C%Stress=C%SIG


end if

return

end subroutine Con_Get_Ds

subroutine Con_Get_Beta(C) !得到非线性指标,

!过程参见<<钢筋混凝土结构非线性有限元分析>>P56

type(Typ_Concrete) :: C

real*8 SIGMA(6),S(6)

real*8 I1,J2,J3,r,sita

real*8 S_P(3)

real*8 PI

real*8 A,B,C1

PI=atan(1.d0)*4.d0

SIGMA=0.d0

SIGMA(1:2)=C%SIG(1:2)+C%dSIG(1:2)/2.d0

SIGMA(4)=C%SIG(3)+C%dSIG(3)/2.d0

I1=SIGMA(1)+SIGMA(2)+SIGMA(3)

S=SIGMA

S(1)=S(1)-I1/3.d0

S(2)=S(2)-I1/3.d0

S(3)=S(3)-I1/3.d0

J2=-S(1)*S(2)-S(2)*S(3)-S(3)*S(1)+S(4)**2+S(5)**2+S(6)**2

J3=S(1)*S(2)*S(3)+2.d0*S(4)*S(5)*S(6)-S(1)*S(5)**2-S(2)

1 *S(6)**2-S(3)*S(4)**2

r=sqrt(4.d0*J2/3.d0)

if(r.ne.0.d0) then

sita=acos(4.d0*J3/r**3)/3.d0

else

sita=0.d0

end if

S_P(1)=2.d0*sqrt(J2)/sqrt(3.d0)*cos(sita)+I1/3.d0

S_P(2)=2.d0*sqrt(J2)/sqrt(3.d0)*cos(sita-2.0d0*PI/3.d0)

1 +I1/3.d0

259

S_P(3)=2.d0*sqrt(J2)/sqrt(3.d0)*cos(sita+2.0d0*PI/3.d0)

1 +I1/3.d0

A=1.8148d0/C%Fc**2

B=(1.180d0+13.2566d0*Cos(sita))/C%Fc

C1=4.1145d0*I1/C%Fc-1.d0

C%J2f=((-B+sqrt(B**2-4.d0*A*C1))/(2.d0*A))**2

C%Beta=sqrt(J2)/sqrt(C%J2f)

return

end subroutine Con_Get_Beta

subroutine Con_UnLoad(C) !卸载


C%D=C%De

C%Stress=C%SIG+matmul(C%De,C%dEPS)


return

end subroutine Con_UnLoad

subroutine Con_Add_Load(C) !判断加卸载


real*8 X(3),XP(3),J0,J1

C%dSIG=matmul(C%De,C%dEPS)

C%SIGP=matmul(transpose(C%N),C%SIG)

X=C%SIG+C%dSIG

XP=matmul(transpose(C%N),X)

J0=(C%SIGP(1)-C%SIGP(2))**2+C%SIGP(2)**2+C%SIGP(1)**2

J1=(XP(1)-XP(2))**2+XP(1)**2+XP(2)**2

if(J0<=J1) then

C%AddLoad=1

else

C%AddLoad=0

end if

return

end subroutine Con_Add_Load

subroutine Con_Get_N(C) !得到坐标转换矩阵


real*8 :: SinA,COSA

COSA=cos(C%Angle); SINA=sin(C%Angle)

C%N(1,:)=(/COSA**2,SINA**2,SINA*COSA/);

C%N(2,:)=(/SINA**2,COSA**2,-SINA*COSA/);

C%N(3,:)=(/-2d0*COSA*SINA,2.0d0*SINA*COSA,

1 COSA**2-SINA**2/);

return

end subroutine Con_Get_N

subroutine Con_Get_De(C) !得到弹性本构矩阵


C%G0=C%E0/(2.d0*(1.d0+C%MU0))

260

C%De(1,:)=(/1.d0,C%MU0,0.d0/)

C%De(2,:)=(/C%MU0,1.d0,0.d0/)

C%De(3,:)=(/0.d0,0.d0,(1.d0-C%MU0)/2.d0/)

C%De=C%De*C%E0/(1.d0-2.d0*C%MU0**2)

return

end subroutine Con_Get_De

SUBROUTINE MAXMIN (STRESS,P,AG) !得到主应力(应变方向)

implicit real*8 (A-H,O-Z)

real*8 STRESS(3),P(3) !标量, 主方向

real*8 T(3,3) !转换矩阵

PI=atan(1.0d0)*4.0d0 !得到 PI

CC = (STRESS(1)+STRESS(2)) * 0.5

BB = (STRESS(1)-STRESS(2)) * 0.5

CR = SQRT(BB**2 + STRESS(3)**2)

AG=PI/4.d0

IF(BB.NE.0.0d0) Then

AG = 0.5d0* ATAN2(-STRESS(3),BB)

end if

SINA=SIN(AG); COSA=COS(AG)

T(1,:)=(/COSA**2,SINA**2,SINA*COSA/);

T(2,:)=(/SINA**2,COSA**2,-SINA*COSA/);

T(3,:)=(/-2d0*COSA*SINA,2.0d0*SINA*COSA,COSA**2-SINA**2/);

P=matmul(transpose(T),STRESS)

if(P(1)<P(2)) then

CR=P1; P1=P2; P2=CR;

AG=PI/2+AG;

end if

if(P(1)==0.0.and.P(2)==0.0) then

AG=0;

end if

RETURN

end subroutine MAXMIN

function matinv(A) result (B)

real(8) ,intent (in)::A(:,:)

!real(8) , allocatable::B(:,:)

real(8) , pointer::B(:,:)

integer(4):: N,I,J,K

real(8)::D,T

real(8), allocatable::IS(:),JS(:)

N=size(A,dim=2)

allocate(B(N,N))

allocate(IS(N));allocate(JS(N))

B=A

do K=1,N

D=0.0D0

do I=K,N

261

do J=K,N

if(abs(B(I,J))>D) then

D=abs(B(I,J))

IS(K)=I

JS(K)=J

end if

end do

end do

do J=1,N

T=B(K,J)

B(K,J)=B(int(IS(K)),J)

B(int(IS(K)),J)=T

end do

do I=1,N

T=B(I,K)

B(I,K)=B(I,int(JS(K)))

B(I,JS(K))=T

end do

B(K,K)=1/B(K,K)

do J=1,N

if(J.NE.K) then

B(K,J)=B(K,J)*B(K,K)

end if

end do

do I=1,N

if(I.NE.K) then

do J=1,N

if(J.NE.K) then

B(I,J)=B(I,J)-B(I,K)*B(K,J)

end if

end do

end if

end do

do I=1,N

if(I.NE.K) then

B(I,K)=-B(I,K)*B(K,K)

end if

end do

end do

do K=N,1,-1

do J=1,N

T=B(K,J)

B(K,J)=B(int(JS(K)),J)

B(int(JS(K)),J)=T

end do

do I=1,N

262

T=B(I,K)

B(I,K)=B(I,int(IS(K)))

B(I,int(IS(K)))=T

end do

end do

return

end function matinv

end module Mconcrete

64.混凝土开裂实例

finish

/clear

/title, fixed - fixed concrete beam example

/prep7

et,1,65

mp,ex,1,3e7 ! steel rebar (units are pounds, inches)

mp,ex,2,1e6, ! concrete

mp,dens,2,.00025

tb,concr,2

tbdata,1,.3,.5,200,4000 ! shear coeffs, tensile and compress strength

r,1,1,.03,0,0 ! mat 1 (steel), 3 percent reinforcement in x dir

r,2,1,.01,0,0 ! mat 1 (steel), 1 percent

r,3,1,.04,0,0 ! mat 1 (steel), 4 percent

block,,100,,5,,5

block,,100,5,10,,5

block,,100,10,15,,5

!vovlap,all

NUMMRG,KP, , , ,LOW

numcmp,volu

esize,5

mat,2 ! concrete material

real,1 ! rebar

vmesh,1

real,2

vmesh,2

real,3

vmesh,3

nsel,s,loc,x

d,all,all

nsel,s,loc,x,100

d,all,all

nsel,all

fini

263

/solu

nsel,s,loc,y,15

sf,all,pres,100

nsel,all

OUTRES,ALL,ALL,

nsub,10

solve

fini

/post1

/DEVICE,VECTOR,1

set,last

plcrack

fini

65．螺栓网格划分

/prep7

et,1,63

et,2,45

cone,1.8,10,1

rprism,,4,6,,,2

vinv,1,2

cyl4,,,.9,,,,5

cyl4,,,1.8,,,,1

vovlap,all

wprota,,-90

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

vmesh,all

/prep7

et,1,63

et,2,45

cone,1.8,10,1

rprism,,4,6,,,2

vinv,1,2

264

cyl4,,,.9,,,,5

cyl4,,,1.8,,,,1

vovlap,all

wprota,,-90

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

wprota,,,30

vsbw,all

vmesh,all

66．自由液面的土石坝平面渗流分析

用 Ansys进行土石坝渗流分析，主要难点在于渗流的浸润线未知，需要进行跌代计算。

本算例的土石坝体型比较简单，采用非饱和渗流计算，即渗透系数为空隙压力的函数，渗透系数函数关系，如下，第一列为空隙压力值（水

头 m)，第二列为渗透系数参数，渗透系数等于 10^a(m/d)。

-10.00 -4.0E+00

-9.00 -3.6E+00

-8.00 -3.2E+00

-7.00 -2.8E+00

-6.00 -2.4E+00

-5.00 -2.0E+00

-4.00 -1.6E+00

-3.00 -1.2E+00

-2.00 -8.0E-01

-1.00 -4.0E-01

0.00 0.0E+00

APDL如下：

FINI

/TITLE, EARTHDAM SEEPAGE

/PLOPTS,DATE,0

*DIM,TPRE,TABLE,11,1,1,PRESS,KKPE ! 定义水压与渗透系数的关系

265

TPRE(1)=-4.0E+00,-3.6E+00,-3.2E+00,-2.8E+00,-2.4E+00,-2.0E+00,-1.6E+00,-1.2E+00,-8.0E-01,-4.0E-01,0.

0E+00

TPRE(1,0)=-10.00 ,-9.00 ,-8.00 ,-7.00 ,-6.00 ,-5.00 ,-4.00 ,-3.00 ,-2.00 ,-1.00 ,0.00

*DIM,NCON,ARRAY,4 ! 定义数组，用于存贮单元四个节点号

/PREP7

SMRT,OFF

ANTYPE,STATIC ! THERMAL ANALYSIS

ET,1,PLANE55

MP,KXX,1,1 ! PERMEABILITY

MP,KXX,2,1E-4

K,1,24,12

K,2,24,0

K,3,0,0

K,4,28,12

K,5,28,0

K,6,52,0

L,1,3

L,3,2

L,1,2

L,4,5

L,5,6

L,4,6

LESIZE,ALL,,,24

A,1,3,2

A,1,2,5,4

A,4,5,6

MSHK,2 ! MAPPED AREA MESH IF POSSIBLE

MSHA,0,2D ! USING QUADS

AMESH,ALL ! MESH AREAS

NUMMRG,NODE ! MERGE NODES AT BOTTOM OF CAISSON

*GET,N_MAX,NODE,,NUM,MAX ! 获得大节点号

*GET,E_MAX,ELEM,,NUM,MAX ! 获得大单元号

*DIM,N_TEMP,ARRAY,N_MAX ! 定义节点温度变量-总水头

*DIM,N_PRE,ARRAY,N_MAX ! 定义节点压力水头变量

!定义上游面总水头值

LSEL,S,LINE,,1

NSLL,S,1

NSEL,R,LOC,Y,0,8

D,ALL,TEMP,8 !定义上游面总水头值

!定义下游面总水头值

LSEL,S,LINE,,5

NSLL,S,1

NSEL,R,LOC,X,42.9,52.1

*GET,Nc_NUM,NODE,,COUNT ! 获得渗流出口节点总数

266

*get,Nc_min,node,,num,min

DNN=Nc_min

*DO,I,1,Nc_NUM

D,DNN,TEMP,NY(DNN) ! 定义下游面总水头值

*if,I,LT,Nc_NUM,then

dnn=ndnext(dnn)

*endif

*ENDDO

ALLSEL,ALL

FINISH

/SOLU

SOLVE

FINISH

SAVE

!!!第一次计算完毕

MAXCOMP=20 ! 大循环次数

DD_HEAT=0.01 ! 前后两次计算，总水头大计算差

*DO,COM_NUM,1,MAXCOMP

DD_H=0

FINI

/POST1

*DO,I,1,N_MAX

*IF,COM_NUM,NE,1,THEN

DD1=N_TEMP(I)

*IF,ABS(DD1-TEMP(I)),GT,DD_H,THEN

DD_H=ABS(DD1-TEMP(I))

*ENDIF

*ENDIF

N_TEMP(I)=TEMP(I) ! 计算节点温度（总水头）

N_PRE(I)=N_TEMP(I)-NY(I) ! 计算节点压力，总水头-Y坐标

*ENDDO

*IF,COM_NUM,NE,1,and,DD_H,LE,DD_HEAT,exit

FINI

/PREP7

! 重新给每个单元设定材料

MATNUM=2

*DO,I,1,E_MAX

*DO,KK,1,4

*GET,NCON(KK),ELEM,I,NODE,KK ! 获取单元四个节点编号

*ENDDO

TEMP_Y=(N_TEMP(NCON(1))+N_TEMP(NCON(2))+N_TEMP(NCON(3))+N_TEMP(NCON(4)))/4 !计算单元中心点平均温度

PRESS_T=TEMP_Y-CENTRY(I)

*IF,PRESS_T,GT,0,THEN

267

PRESS_T=0

MPCHG,1,I

*ELSEIF,PRESS_T,LT,-10,THEN

PRESS_T=-10

MPCHG,2,I

*ELSE

MP,KXX,MATNUM+1,10**TPRE(PRESS_T)

MPCHG,MATNUM+1,I

MATNUM=MATNUM+1

*ENDIF

*ENDDO

ALLSEL,ALL

FINI

/SOLU

SOLVE

FINISH

*ENDDO

FINISH

/POST1

/CLABEL,,1

/EDGE,,0

/CONTOUR,,8,0,1,8

PLNSOL,TEMP ! 显示总水头云图

!PLVECT,TG ! DISPLAY THERMAL GRADIENT VECTORS

PLVECT,TF, , , ,VECT,ELEM,ON,0

LSEL,S,LINE,,1

NSLL,S,1

PRRSOL,HEAT ! PRINT FLOWRATE THROUGH SOIL

FSUM,HEAT ! 计算渗流量

*GET,Q_day,FSUM,0,ITEM,HEAT

Q_day=abs(Q_day)

ALLSEL,ALL

*DO,I,1,N_MAX

N_TEMP(I)=TEMP(I)

N_PRE(I)=N_TEMP(I)-NY(I)

DNSOL,I,TEMP,,N_PRE(I) ! 将压力水头值复制到节点

*ENDDO

PLNSOL,TEMP ! 显示压力水头云图

ALLSEL,ALL

fini

经 6次跌代计算，前后两次跌代的大总水头差为 0.0057m，每天的渗流量为 1.322m^3/day，采用 Geo-slope的 Seep/W的渗透量

为 1.374m^3/day，计算值很接近。

268

67．导出刚度矩阵

其原理很简单，即使用 ansys的超单元即可解决问题。定义超单元，然后列出超单元的刚度矩阵即可。

面是一个小例题，自可明白。

/prep7

k,1

k,2,3000

l,1,2

et,1,beam3

mp,ex,1,2e5

mp,prxy,1,0.3

r,1,5000,2e7,200

lesize,all,,,10

lmesh,all

finish

!----以上正常建立模型，不必施加约束和荷载

/solu

antype,7 !substructuring分析类型

seopt,matname,1 !设置文件名称和刚度矩阵类型(刚度，质量，阻尼等)

nsel,all !选择所有节点

m,all,all !定义所有节点自由度为主自由度

solve !求解

selist,matname,3 !列出整体刚度矩阵

68．某混凝土拱坝工程施工期及运行期温度场仿真分析

供大家参考。

附件中有两个文件：CA1*为计算数据流，DAQI.FUC为大气年变化的周期函数.

计算简介:

1.施工期共分 37层,每层 1.5米

2.施工期及坝体建成后一个月的时间步长按天考虑,随后 32个月时间步长按月计.

3.计算中多年平均气温作为岩体初始温度场,各层砼浇筑温度作为其激活时的初始温度;

4.岩体边界按绝热边界条件(第一类边界条件);大气与坝面按对流边界条件（第一类边界条件）施加;按分段线性插值函数计水化

热。

====================

!!!!**********************************************************************

!!!!**********************************************************************

!!!!***************某拱坝温度施工期与运行期仿真分析数据流*****************

!!!!************************* ZH.EI ************************************

!!!!**********************************************************************

!!!**************注意事项**********************************

!!1.对流边界条件应先选节点,再将所加边界条件加在相应的单元上.

!!2.加对流条件时结点及相应单元必须都选.

!2003.03.01

!按施工单位提供的浇筑方案.浇筑温度等于月平均温度.温控措施,上游水温取河水温度，保温.

269

FINISH

/SOLU

LSCLEAR,ALL

ANTYPE,4

TRNOPT,FULL

LUMPM,0

NROPT,FULL

!ESTIF,1e-0024,

!加岩石的初温

ALLSEL,ALL

LSCLEAR,ALL

VSEL,S,MAT,,3

VSEL,a,MAT,,2

ESLV,S

NSLE,S

IC,all,TEMP,17.3,

!加岩石的绝热边界条件

allsel,all

NSEL,S,LOC,Z,-39,-41

NSEL,A,LOC,X,-458,-457

NSEL,A,LOC,X,317,318

NSEL,A,LOC,y,49,51

NSEL,A,LOC,y,449,451

SF,all,HFLUX,0

!~~~~~~~~~~~~~~~~~~~~~~~~~加初始条件~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

!加坝体第 1层初始条件

ALLSEL,ALL

ESEL,S,MAT,,1

NSLE,S

IC,all,TEMP,10.0,

EKILL,ALL !KILL WHOLE DAM

CMSEL,S,LAYER(1,1)

EALIVE,ALL

NSLE,S

!~~~~~~~~~~~~~~~~~~~~~~~~~加边界条件并计算~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

!!#######################################LAYER 1,1-3DAY##################################

*DO,T,1,3,1

!加第三类边界条件

ESEL,A,MAT,,2

ESEL,A,MAT,,3

CMSEL,S,NBIAOMIAN

270

CMSEL,A,JCNODE

*DO,I,1,3,1

CMSEL,A,NLAYER(1,I)

*ENDDO

!SF,ALL,CONV,200, %DAQI%

SF,ALL,CONV,2016, %DAQI%

!加水化热

CMSEL,S,LAYER(1,1)

NSLE,S

T0=0

HE01=25538*((T-T0)/(3.19+T-T0)-(T-T0-1)/(3.19+T-T0-1))

BFE,ALL,HGEN, ,HE01

ALLSEL,ALL

!计算设置

TRNOPT,FULL

LUMPM,0

TIME,T

AUTOTS,0

DELTIM,1, , ,1

KBC,0

TSRES,ERASE

OUTRES,ALL,ALL,

SOLVE

*ENDDO

!!#######################################LAYER2-37##################################

!施工弟 M层计算

*DO,M,2,37,1

!删对流边界条件

/SOLU

SFEDELE,ALL,ALL,CONV

SFDELE,ALL,CONV

!激活第 M层单元

CMSEL,S,LAYER(M,1)

NSLE,S

EALIVE,ALL

*DO,T,3*(M-1)+1,3*M,1

!!选出坝体活单元和岩石及纵向围堰单元,使对流边界条件可加在岩石及纵向围堰与大气相交面,

!!并使与坝体活单元相连的岩石接触节点不加上对流边界条件.

CMSEL,S,LAYER(1,1)

*DO,I,1,M,1

CMSEL,A,LAYER(I,1)

271

*ENDDO

ESEL,A,MAT,,2

ESEL,A,MAT,,3

!!加第三类边界条件

!选岩石与大气接触节点

CMSEL,S,NBIAOMIAN

CMSEL,A,JCNODE

!选坝体与大气接触节点

*DO,I,1,M,1

*DO,J,1,2,1

CMSEL,A,NLAYER(I,J)

*ENDDO

*ENDDO

CMSEL,A,NLAYER(I,3)



!!加水化热

*DO,I,1,M,1

CMSEL,S,LAYER(I,1)

NSLE,S

T0=3*(I-1)

HE01=25538*((T-T0)/(3.19+T-T0)-(T-T0-1)/(3.19+T-T0-1))

BFE,ALL,HGEN, ,HE01

*ENDDO

ALLSEL,ALL

!计算设置

TRNOPT,FULL

LUMPM,0

TIME,T

AUTOTS,0

DELTIM,1, , ,1

KBC,0

TSRES,ERASE

OUTRES,ALL,ALL,

SOLVE

*ENDDO

*ENDDO

!!##############################LAYER1-37整体施工完毕计算一个月##########################

!!主要是为了使坝体水化热散发完毕

*DO,T,112,141,1

272

!!岩石及纵向围堰单元,使对流边界条件可加在岩石及纵向围堰与大气相交面.

ESEL,A,MAT,,2

ESEL,A,MAT,,3



CMSEL,S,NBIAOMIAN


*DO,I,1,37,1

*DO,J,1,2,1

CMSEL,A,NLAYER(I,J)

*ENDDO

*ENDDO

CMSEL,A,NLAYER(37,3)



!!加水化热

*DO,I,1,37,1

CMSEL,S,LAYER(I,1)

NSLE,S

T0=3*(I-1)

HE01=25538*((T-T0)/(3.19+T-T0)-(T-T0-1)/(3.19+T-T0-1))

BFE,ALL,HGEN, ,HE01

*ENDDO

ALLSEL,ALL

!计算设置

TRNOPT,FULL

LUMPM,0

TIME,T

AUTOTS,0

DELTIM,1, , ,1

KBC,0

TSRES,ERASE

OUTRES,ALL,ALL,

SOLVE

*ENDDO

!!##############################LAYER1-37整体施工完毕按月计算##########################

!!主要是为了节省计算空间

*DO,M,1,32,1

T=142+(M-1)*30

!!岩石及纵向围堰单元,使对流边界条件可加在岩石及纵向围堰与大气相交面.

273

ESEL,A,MAT,,2

ESEL,A,MAT,,3



CMSEL,S,NBIAOMIAN


*DO,I,1,37,1

*DO,J,1,2,1

CMSEL,A,NLAYER(I,J)

*ENDDO

*ENDDO

CMSEL,A,NLAYER(37,3)



ALLSEL,ALL

!计算设置

TRNOPT,FULL

LUMPM,0

TIME,T

AUTOTS,-1

NSUBST,1, , ,1

KBC,0

TSRES,ERASE

OUTRES,ALL,ALL,

SOLVE

*ENDDO

===============================

<EquationData>

<Comments>

</Comments>

<RegimeParameter>

<Regime Var>

</RegimeParameter>

<AngularUnits type="0">

! 0 = radian, 1 = degrees

</AngularUnits>

274

<FunctionType type="SINGLE">

</FunctionType>

<Regime tab="0">

<TabTitle>

Function

</TabTitle>

<Equation>

17.3+11.35*cos(0.01745*({TIME}-215))

</Equation>

<MaterialId active="0">

</MaterialId>

</Regime>

</EquationData>



69．移动温度荷载计算

/com, units: SI, m - degree C - W - kg -sec - J

!

! Bi=h*dx/K = 60*0.002/51.9 = 0.0023 < 1

275

! F0 = ( Kdt ) / (rho*C*dx^2)

! assume F0= beta = 0.4

! dt = (beta*rho*C*dx^2)/K = 0.1179 (sec)

!

/title,transient analysis 2 (moving heat flux)

/filnam,transient-2

!

/triad,rbot

!

/prep7

!

wpstyle,,,,,,,,1

wpstyle,0.01,0.01,0,0.1,0.003,0,1,,5

!

blc4,0,0.1,0.1,-0.1 !0.1*0.1 m

cyl4,0.03,0.05,0.01

asba, 1, 2 !drill a hole

!

blc4,0.1,0.1,-0.01,-0.1

!

flst,2,2,5,orde,2

fitem,2,1

fitem,2,3

aovlap,p51x

!

wpstyle,,,,,,,,0

aplot

!

et,1,plane55

!*

keyopt,1,1,0

keyopt,1,3,0 !2d plane problem

keyopt,1,4,0

keyopt,1,8,0

keyopt,1,9,0

!

!aisi 1045 steel

!

uimp,1,dens, , ,7870 , !kg/m3

uimp,1,kxx, , , 51.9 , !w/m-c

uimp,1,c, , , 486, !w-s / kg-c

!

type,1

mat,1

!

esize,0.002, !element size = 0.002 m

276

!

mshkey,1

amesh,1

!

mshkey,0

amesh,2

!

!boundary conditions

!

/psf,hflu, ,2,0

!

!convection

!

flst,2,1,4,orde,1

fitem,2,4

sfl,p51x,conv,50, ,25,

!

finish

!

/solu

!

antype,trans

trnopt,full

nropt,auto, ,

eqslv,

!

solcontrol,on

autots,on

!

kbc,1 !step

outres,all,all,

!

!load step 1, initial conditions 25 c

!

time,0.001

deltim,0.001,0.001,0.001

timint,off !time integration = off

tunif,25,

solve

!

!load step 2..... , apply moving heat flux

!

timint,on !time integration = on

!

j=1

!

277

*do,i,200,80,-5

!

time,j

deltim,0.11,0.11,0.11,

!

sfedele,i+5,2,hflux !delete heat flux of previous step

!

sfe,i,2,hflux, ,5/0.002/0.002, , , !apply heat flux, face 2 , 5 w

!

eplot

!

solve

j=j+1

*enddo

!

finish

!

/post1

/eface,1

set,last

!

plnsol,temp, ,0,

finish

70．SHSD用于壳-实体装配实例 An

Ansys中，SHSD用于壳-实体装配，我试了好长时间，也没有成功。不知哪位兄弟有算例或好的方法？

在 7.1版的产品新功能说明中，描述如下：

- 内部 MPC算法可以用于接触单元

一个新的内部多点约束(MPC) 算法可以用于下列接触单元：CONTA171, CONTA172, CONTA173, CONTA174, 和 CONTA175。利用该

方法，程序可以基于接触运动关系创建内部 MPC方程。

你可以使用 MPC方法(KEYOPT(2) = 2)结合绑定接触定义(KEYOPT(12) = 5或 6)来定义下列类型的接触装配和运动约束关系：

•实体-实体装配 – 接触面与目标面定义在实体单元表面

•壳-壳装配 – 接触面与目标面定义在壳单元面

•壳-实体装配 – 接触面定义在壳单元面上，目标面定义在实体单元面上

•刚性约束面 –接触节点被约束为由控制节点定义的刚体位移 (类似于 CERIG命令)

•分配力表面 –施加在控制节点上的力或位移以一种基于形函数意义上的平均分配到接触节点上 (类似于 RBE3命令)

•梁-实体装配 – 一根梁的端部节点作为控制节点并与实体或壳面相连(使用刚性约束面或者分配力表面类型的 MPC)

内部 MPC 方法可以克服传统接触算法和 ANSYS中的其它多点约束工具的缺点，例如：

•接触面节点的自由度被消去，可以减小系统方程求解的波前大小

•不需要输入接触刚度。对于小变形问题，它代表真实的线性接触行为；求解系统方程时不需要平衡迭代。对于大变形问题，MPC方程在每

278

个平衡迭代中不断进行更新，克服了传统约束方程只适用于小应变的限制条件

•平动和转动自由度都可以约束

•内部 MPC的生成非常简单，因为采用的是接触对定义方法

•自动考虑形函数，对于分配力多点约束，如果采用了高阶单元或轴对称单元，不需要加权因子(类似于 RBE3命令)。除了力以外，这种类

型的 MPC还可以在控制节点上施加位移。

一个新的网格工具， SHSD命令，可帮助您生成用于壳－实体装配的壳－实体界面。

详细信息参见 ANSYS Structural Analysis Guide中的 Using the Internal MPC Approach for Assemblies and Kinematic

Constraints

终于测试成功，原来在使用 SHSD前，使用了 nummrg,kp命令，出现错误。计算大位移 0.002，命令流如下：

/prep7

et,1,45

et,2,63

R,2,1,1,1,1,0,0,

mp,ex,1,1e7

mp,prxy,1,.2

block,0,5,-0.5,0.5,-0.5,0.5

wprot,,-90

rect,5,10,-.5,.5 ! area at center of two blocks

esize,.25

vmesh,all

type,2

real,2

mshape,2

esize,.5

aslv,u

amesh,all

et,3,TARGE170

keyopt,3,5,2

et,4,Conta175

KEYOPT,4,2,2

KEYOPT,4,12,5

keyopt,4,5,0

KEYOPT,4,11,1

R,3

nslv,s,1

nsel,r,loc,x,5

TYPE,3

real,3

ESURF

ESEL,S,TYPE,,2

nsle,s

nsel,r,loc,x,5

TYPE,4

279

real,3

ESURF

save

alls

/PSYMB,ESYS,1

/view,1,1,1,1

eplot

shsd,3,CREATE

/PSF,PRES,NORM,2,0,1

nsel,s,loc,x,10

esln

nsle

sf,all,pres,-10

alls

nsel,s,loc,x

d,all,all

nsel,all

save,model,db

fini

/solu

solve

fini

/post1

/contour,,12

plnsol,u,sum

280

全部使用实体单元，计算结果很接近，如下

/prep7

et,1,45

mp,ex,1,1e7

mp,prxy,1,.2

block,,10,-0.5,.5,-.5,.5

esize,.25

vmesh,all

nummrg,all

numcmp,all

nsel,s,loc,x,10-0.5,10

nsel,r,loc,y,0.5

/PSF,PRES,NORM,2,0,1

sf,all,pres,10

alls

nsel,s,loc,x

d,all,all

nsel,all

save,model,db

fini

281

/solu

solve

fini

save

sy11111111

71．ansys显示－隐式－回弹分析实例

1fini

/cle

C************************************************************

C*** GRAPHICS SETTINGS

C************************************************************

/vie,1,-1,-2,-1

/vup,1,z

/pnu,mat,1

/num,1

/esha,1

/dsc,1,1

C************************************************************

282

C*** PARAMETERS

C************************************************************

a=10 ! EDGE LENGTH, mm

t=0.1 ! PLATE THICKNESS, mm

r1=4 ! RADIUS OF SPHERICAL PUNCH

r2=5 ! RADIUS OF SPHERICAL DIE

E=2e5 ! ELASTIC MODULUS, MPa

rho=7800e-9 ! DENSITY (kg/mm^3)

sy=200 ! YIELD STRESS, MPa

e2=2e3 ! TANGENT MODULUD AFTER YIELD (MPa)

n_int=5 ! # OF INTEGRATION PTS THRU SHELL THICKNESS (5 MAX)

esz=a/10 ! ELEMENT SIZE

dz=-3.5 ! DISTANCE TRAVELED BY PUNCH

t_umax=0.0005 ! TIME WHEN PUNCH REACHES MAX EXCURSION

gap_0=t/2 ! INITIAL GAP (mm)

/fil,explct

/prep7

C************************************************************

C*** MODEL WORKPEICE (PLATE)

C************************************************************

rect,0,a,0,a ! PLATE

cm,plate_a,area

aatt,1,1,1

C************************************************************

C*** MODEL DIE INTO WHICH PLATE WILL BE PUSHED

C************************************************************

wpof,0,0,-t ! FORM

cswp,11,1

cswp,12,2

sphere,r2,,0,90

vsbw,all

csys

vsel,s,loc,z,-t,r2

vdel,all,,,1

alls

vdel,all

asel,s,loc,x

asel,a,loc,y

283

asel,a,loc,z,-t

adel,all,,,1

csys,11

k,,2*a

k,,2*a,90

a,kp(r2,0,0),kp(2*a,0,0),kp(2*a,90,0),kp(r2,90,0)

alls

cmse,u,plate_a

cm,die_a,area

aatt,2,2,2

C************************************************************

C*** MODEL PUNCH

C************************************************************

wpcs,-1,0

wpof,0,0,r1+t+gap_0

cswp,21,1

cswp,22,2

sphere,r1,,0,90

vsbw,all

csys,21

vsel,s,loc,z,0,r1

vdel,all,,,1

alls

vdel,all

csys

asel,s,loc,x

asel,a,loc,y

csys,21

asel,a,loc,z,0

adel,all,,,1

csys,21

k,,2*a

k,,2*a,90

a,kp(r1,0,0),kp(2*a,0,0),kp(2*a,90,0),kp(r1,90,0)

alls

cmse,u,plate_a

cmse,u,die_a

cm,punch_a,area

aatt,3,3,3

284

C************************************************************

C*** ATTRIBUTES

C************************************************************

et,1,163,10

et,2,163,1

et,3,163,1

mp,ex,1,E

mp,dens,1,rho

mp,nuxy,1,0.3

tb,biso,1

tbdata,1,sy

tbdata,2,e2

mp,ex,2,E

mp,dens,2,rho

mp,nuxy,2,0.3

mp,ex,3,E

mp,dens,3,rho

mp,nuxy,3,0.3

edmp,rigid,2,7,7

edmp,rigid,3,4,7

r,1,,n_int,t

r,2,,,t

r,3,,,t

C************************************************************

C*** MESH

C************************************************************

esiz,esz

!mshk,1

alls

ames,all

csys,1

nsel,s,loc,x,0,1.5*r2

esln

erefine,all,,,3

C************************************************************

C*** BOUNDARY CONDITIONS

C************************************************************

csys

285

lsel,s,loc,x

dl,all,,ux

dl,all,,roty

dl,all,,rotz

lsel,s,loc,y

dl,all,,uy

dl,all,,rotx

dl,all,,rotz

C************************************************************

C*** CONTACT

C************************************************************

alls

edcg,ag

C************************************************************

C*** MOVE PUNCH DOWN AND UP

C************************************************************

alls

edpart,create

cbc_rmp5,0,t_umax,dz,100,1,'tm','u_punch',2.5*t_umax,0

edload,add,rbuz,,3,'tm','u_punch'

fini

C************************************************************

C*** SOLVE

C************************************************************

/solu

time,2.5*t_umax

solve

fini

C************************************************************

C*** PLOT DISPLACEMENT LAST RESULTS SET

C************************************************************

/post1

set,last

pldi

C************************************************************

C*** GET PLATE DISPLACEMENT FOR CONSTRAINTS TO BE IMPOSED

C*** FOR IMPLICIT RUN

C************************************************************

csys

286

asel,s,mat,,1

alls,belo,area

nd=node(a,a,0)

uz_nd=uz(nd)

fini

C************************************************************

C*** SAVE EXPLICIT DATABASE

C************************************************************

save

C************************************************************

C*** SWITCH TO IMPLICIT FOR SPRINGBACK: CHANGE JOBNAME

C************************************************************

/fil,implct

C************************************************************

C*** MODIFY ATTRIBUTES

C************************************************************

/prep7

et,1,0 $et,2,0 $et,3,0

et,1,181

r,1,t

tbde,biso,1

C************************************************************

C*** DELETE DISPLACEMENTS ON "NULLED" ELEMENTS COMPRISING

C*** PUNCH AND DIE

C************************************************************

asel,s,mat,,2,3,

alls,belo,area

dlde,all,all

C************************************************************

C*** UPDATE GEOMETRY

C************************************************************

alls

shpp,off

upgeom,1,,,explct,rst

C************************************************************

C*** PREVENT PLATE RIGID BODY MOTION

C************************************************************

alls

d,nd,uz,uz_nd

287

fini

C************************************************************

C*** IMPORT STRESSES FROM FINAL LS DYNA RESULT

C************************************************************

/solu

rimport,dyna,stress,elem,,,explct,rst

C************************************************************

C*** OBTAIN EXPLICIT SPRINGBACK SOLUTION

C************************************************************

nlge,on

ematwrite,yes ! FLAG TO WRITE EMAT FILE

pstress,on ! FLAG TO WRITE PRESTRESS MATRIX

save

solve

fini

C************************************************************

C*** PLOT NORMAL COMPONENT OF DISPLACEMENT

C************************************************************

/post1

set,last

plns,u,z

fini

C************************************************************

C*** PERFORM MODAL ANALYSIS OF FORMED STRUCTURE

C************************************************************

/fil,modal

/sys,copy implct.emat modal.emat

/sys,copy implct.esav modal.esav

/solu

lscle,lsopt

anty,modal ! PERFORM MODAL ANALYSIS

upcoord,1,on ! ADD PREVIOUS DISPLACEMENTS TO EXISTING COORDS

modo,lanb,5 ! USE BLOCK LANCHOS TO EXTRACT 5 MODES

mxpand,5,,,yes ! EXPAND 5 MODES, INCLUDE ELEM RESULTS

ddel,nd,uz ! DELETE CONSTRAINT ON CORNER NODE

psolve,eiglanb ! CALCULATE EIGEN VALUES AND EIGEN VECTORS

fini

/dsc

save

/solu

288

expass,on ! EXPAND EIGEN VECTOR SOLUTION

psolve,eigexp

fini

/eof

fini

/cle

C************************************************************

C*** GRAPHICS SETTINGS

C************************************************************

/vie,1,-1,-2,-1

/vup,1,z

/pnu,mat,1

/num,1

/esha,1

/dsc,1,1

C************************************************************

C*** PARAMETERS

C************************************************************

a=10 ! EDGE LENGTH, mm

t=0.1 ! PLATE THICKNESS, mm

r1=4 ! RADIUS OF SPHERICAL PUNCH

r2=5 ! RADIUS OF SPHERICAL DIE

E=2e5 ! ELASTIC MODULUS, MPa

rho=7800e-9 ! DENSITY (kg/mm^3)

sy=200 ! YIELD STRESS, MPa

e2=2e3 ! TANGENT MODULUD AFTER YIELD (MPa)

n_int=5 ! # OF INTEGRATION PTS THRU SHELL THICKNESS (5 MAX)

esz=a/10 ! ELEMENT SIZE

dz=-3.5 ! DISTANCE TRAVELED BY PUNCH

t_umax=0.0005 ! TIME WHEN PUNCH REACHES MAX EXCURSION

gap_0=t/2 ! INITIAL GAP (mm)

/fil,explct

/prep7

C************************************************************

C*** MODEL WORKPEICE (PLATE)

C************************************************************

rect,0,a,0,a ! PLATE

cm,plate_a,area

aatt,1,1,1

289

C************************************************************

C*** MODEL DIE INTO WHICH PLATE WILL BE PUSHED

C************************************************************

wpof,0,0,-t ! FORM

cswp,11,1

cswp,12,2

sphere,r2,,0,90

vsbw,all

csys

vsel,s,loc,z,-t,r2

vdel,all,,,1

alls

vdel,all

asel,s,loc,x

asel,a,loc,y

asel,a,loc,z,-t

adel,all,,,1

csys,11

k,,2*a

k,,2*a,90

a,kp(r2,0,0),kp(2*a,0,0),kp(2*a,90,0),kp(r2,90,0)

alls

cmse,u,plate_a

cm,die_a,area

aatt,2,2,2

C************************************************************

C*** MODEL PUNCH

C************************************************************

wpcs,-1,0

wpof,0,0,r1+t+gap_0

cswp,21,1

cswp,22,2

sphere,r1,,0,90

vsbw,all

csys,21

vsel,s,loc,z,0,r1

vdel,all,,,1

alls

290

vdel,all

csys

asel,s,loc,x

asel,a,loc,y

csys,21

asel,a,loc,z,0

adel,all,,,1

csys,21

k,,2*a

k,,2*a,90

a,kp(r1,0,0),kp(2*a,0,0),kp(2*a,90,0),kp(r1,90,0)

alls

cmse,u,plate_a

cmse,u,die_a

cm,punch_a,area

aatt,3,3,3

C************************************************************

C*** ATTRIBUTES

C************************************************************

et,1,163,10

et,2,163,1

et,3,163,1

mp,ex,1,E

mp,dens,1,rho

mp,nuxy,1,0.3

tb,biso,1

tbdata,1,sy

tbdata,2,e2

mp,ex,2,E

mp,dens,2,rho

mp,nuxy,2,0.3

mp,ex,3,E

mp,dens,3,rho

mp,nuxy,3,0.3

edmp,rigid,2,7,7

edmp,rigid,3,4,7

r,1,,n_int,t

r,2,,,t

r,3,,,t

291

C************************************************************

C*** MESH

C************************************************************

esiz,esz

!mshk,1

alls

ames,all

csys,1

nsel,s,loc,x,0,1.5*r2

esln

erefine,all,,,3

C************************************************************

C*** BOUNDARY CONDITIONS

C************************************************************

csys

lsel,s,loc,x

dl,all,,ux

dl,all,,roty

dl,all,,rotz

lsel,s,loc,y

dl,all,,uy

dl,all,,rotx

dl,all,,rotz

C************************************************************

C*** CONTACT

C************************************************************

alls

edcg,ag

C************************************************************

C*** MOVE PUNCH DOWN AND UP

C************************************************************

alls

edpart,create

cbc_rmp5,0,t_umax,dz,100,1,'tm','u_punch',2.5*t_umax,0

edload,add,rbuz,,3,'tm','u_punch'

fini

C************************************************************

C*** SOLVE

292

C************************************************************

/solu

time,2.5*t_umax

solve

fini

C************************************************************

C*** PLOT DISPLACEMENT LAST RESULTS SET

C************************************************************

/post1

set,last

pldi

C************************************************************

C*** GET PLATE DISPLACEMENT FOR CONSTRAINTS TO BE IMPOSED

C*** FOR IMPLICIT RUN

C************************************************************

csys

asel,s,mat,,1

alls,belo,area

nd=node(a,a,0)

uz_nd=uz(nd)

fini

C************************************************************

C*** SAVE EXPLICIT DATABASE

C************************************************************

save

C************************************************************

C*** SWITCH TO IMPLICIT FOR SPRINGBACK: CHANGE JOBNAME

C************************************************************

/fil,implct

C************************************************************

C*** MODIFY ATTRIBUTES

C************************************************************

/prep7

et,1,0 $et,2,0 $et,3,0

et,1,181

r,1,t

tbde,biso,1

C************************************************************

C*** DELETE DISPLACEMENTS ON "NULLED" ELEMENTS COMPRISING

293

C*** PUNCH AND DIE

C************************************************************

asel,s,mat,,2,3,

alls,belo,area

dlde,all,all

C************************************************************

C*** UPDATE GEOMETRY

C************************************************************

alls

shpp,off

upgeom,1,,,explct,rst

C************************************************************

C*** PREVENT PLATE RIGID BODY MOTION

C************************************************************

alls

d,nd,uz,uz_nd

fini

C************************************************************

C*** IMPORT STRESSES FROM FINAL LS DYNA RESULT

C************************************************************

/solu

rimport,dyna,stress,elem,,,explct,rst

C************************************************************

C*** OBTAIN EXPLICIT SPRINGBACK SOLUTION

C************************************************************

nlge,on

ematwrite,yes ! FLAG TO WRITE EMAT FILE

pstress,on ! FLAG TO WRITE PRESTRESS MATRIX

save

solve

fini

C************************************************************

C*** PLOT NORMAL COMPONENT OF DISPLACEMENT

C************************************************************

/post1

set,last

plns,u,z

fini

C************************************************************

C*** PERFORM MODAL ANALYSIS OF FORMED STRUCTURE

294

C************************************************************

/fil,modal

/sys,copy implct.emat modal.emat

/sys,copy implct.esav modal.esav

/solu

lscle,lsopt

anty,modal ! PERFORM MODAL ANALYSIS

upcoord,1,on ! ADD PREVIOUS DISPLACEMENTS TO EXISTING COORDS

modo,lanb,5 ! USE BLOCK LANCHOS TO EXTRACT 5 MODES

mxpand,5,,,yes ! EXPAND 5 MODES, INCLUDE ELEM RESULTS

ddel,nd,uz ! DELETE CONSTRAINT ON CORNER NODE

psolve,eiglanb ! CALCULATE EIGEN VALUES AND EIGEN VECTORS

fini

/dsc

save

/solu

expass,on ! EXPAND EIGEN VECTOR SOLUTION

psolve,eigexp

fini

/eof

295

72．工况组合的经典例子

对单层或二层框架进行弹性分析，需要考虑四种荷载

恒荷载，活荷载，风荷载和吊车荷载

1,几何模型(beam3和 beam54)建立后，定义所需的 element table，主要包括杆端力和大应力，小应力等。

然后保存数据库。分别施加四种荷载的标准值（不乘分项系数），并分别存成四个 load step file。

2,使用 solution－>from ls files，求解四种荷载

3,荷载组合，命令流如下：

/post1

lcdef,1,1

lcdef,2,2

lcdef,3,3

lcdef,4,4 !定义四种工况，分别为四种荷载下的计算结果

lcfact,1,1.2

lcfact,2,1.4

lcfact,3,1.19

lcfact,4,1.4 !指定各工况的组合系数

lcase,1 !读入工况 1，database＝1

sumtype,prin !指定加操作的对象

lcoper,add,2 !荷载组合，database＝database＋2

lcoper,add,4 !荷载组合，database＝database＋4

lcoper,lprin !计算线性主应力

lcwrite,11 !把 database结果写到工况 11,即恒荷载＋活荷载＋吊车荷载的结果

lcase,1

lcfact,2,1.19

lcfact,4,1.19 !改变组合系数

sumtype,prin

lcoper,add,2

lcoper,add,3

lcoper,add,4

lcoper,lprin

lcwrite,12 !把 database结果写到工况 12,即恒荷载＋活荷载＋吊车荷载＋风荷载的结果

!... ...其他荷载组合

!之后使用 lcase,n 就可调入工况 n，并查看它的变形和内力

!可使用如下命令流得到工况 11和 12，13的较大者 99,进而查看大应力

296

lcase,11

lcase,min,12

lcase,min,13

lcwrite,98

lcase 98

!查看工况 98的应力分布... ...

lcase,11

lcase,max,12

lcase,max,13

lcwrite,99

lcase 99

!查看工况 99的应力分布... ...

Tutorial for Ansys

Education