ansys classic examples
TRANSCRIPT
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ANSYS 分析 实例集
Whtao1998 汇集
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1．ANSYS SOLID65 环向布置钢筋的例子 .............................................................................4 2.混凝土非线性计算实例（1）- MISO 单压........................................................................6 3.混凝土非线性计算实例（2）- MISO 约束压....................................................................7 4.混凝土非线性计算实例（3）- KINH 滞回......................................................................10 5.混凝土非线性计算实例（4）- KINH 压-拉裂................................................................12 6.混凝土非线性计算实例（5）...........................................................................................13 7.混凝土非线性计算实例（6）...........................................................................................15 8.混凝土非线性计算实例（7）- MISO 滞回......................................................................17 9.混凝土非线性计算实例（8）...........................................................................................19 10.混凝土非线性计算实例（9）-梁平面应力...................................................................21 11.四层弹簧－质点模型的地震分析...................................................................................23 12.悬臂梁地震分析...............................................................................................................49 13.用 beam 54 单元描述变截面梁的例子...........................................................................73 14.变截面梁实例...................................................................................................................74 15.拱桥浇筑过程分析-单元生死应用实例 ..........................................................................75 16.简支梁实体与预应力钢筋分析实例................................................................................76 17. 简单的二维焊接分析－单元生死实例.........................................................................78 18.隧道开挖（三维）的命令流............................................................................................85 19.岩土接触分析实例..........................................................................................................102 20.钢筋混凝土管的动力响应特性分析实例......................................................................110 21.隧道模拟开挖命令流（入门）......................................................................................117 22.螺栓连接的模拟实现问题..............................................................................................120 23.道路的基层、垫层模量与应力之间的关系..................................................................130 23.滞回分析..........................................................................................................................152 24.模拟某楼层浇注.............................................................................................................154 25.在面上施加移动的面力.................................................................................................156 27.在任意面施加任意方向任意变化的压力 .....................................................................160 28.预紧分析 .........................................................................................................................161 29.几何非线性+塑性+接触+蠕变....................................................................................163 30.埋设在地下的排水管道 .................................................................................................168 32.幕墙企业玻璃简化计算 .................................................................................................173 33.等截面杆单元生死应用实例 .........................................................................................189 34.梁板建模联系 .................................................................................................................190 36.简单的例子－如何对结构的振动控制分析.................................................................193 37.模态分析结果的输出实例 .............................................................................................195 38.火车过桥动态加载实例（部分） .................................................................................197 39.悬索结构的找形和计算的例题 .....................................................................................214 40.陶瓷杆撞击铝板的例子 .................................................................................................219 41.求反作用力的 APDL 命令法 ........................................................................................222 42.LS-DYNA 实例（部分） ..............................................................................................223 43.路面分层填筑对路基的影响 .........................................................................................224 44.一个例子（含地震影响，求振兴与频率） .................................................................228 45.接触面上的压力总和 .....................................................................................................232 46.施加位置函数荷载 .........................................................................................................236
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47.非线性分析考虑刚度退化 .............................................................................................237 48.一个圆形水池的静力分析 .............................................................................................238 49.ANSYS 中混凝土模式预应力模拟的算例......................................................................239 50.悬臂梁受重力作用发生大变形求其固有频率.............................................................241 51.循环对称结构模态分析.................................................................................................243 52.三角平台受谐波载荷作用的结构响应.........................................................................245 53.三角平台受一地震谱激励的应力分布和支反力.........................................................247 54.三角平台受时程载荷作用的应力分布和变形过程.....................................................249 55.经典层合板理论.............................................................................................................251 56．定易圆轨迹的例子.......................................................................................................258 57．模拟门式刚架施工－单元生死...................................................................................258 58．钢筋混凝土整体式模型例子.......................................................................................261 59．在荷载步之间改变材料属性例子...............................................................................263 60．含预应力的特征值屈曲计算.......................................................................................264 61．振型叠加计算及工况组合例子...................................................................................266 62．柱子稳定分析算（预应力，特征值屈曲，初始缺陷）...........................................269 63． module MConcrete !混凝土模板 ............................................................................272 64.混凝土开裂实例.............................................................................................................280 65．螺栓网格划分...............................................................................................................281 66．自由液面的土石坝平面渗流分析...............................................................................282 67．导出刚度矩阵...............................................................................................................286 68．某混凝土拱坝工程施工期及运行期温度场仿真分析...............................................287 69．移动温度荷载计算.......................................................................................................294 70．SHSD 用于壳-实体装配实例 An .................................................................................296 71．ansys 显示－隐式－回弹分析实例 .........................................................................300 72．工况组合的经典例子...................................................................................................315
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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,,,,,,,,
5
MPTEMP,1,0
!钢材基本属性
MPDATA,EX,2,,200E3
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
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2.混凝土非线性计算实例（1）- MISO 单压
!MISO 单压
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
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
7
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
/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
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!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
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
9
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
/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
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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
NSEL,S,LOC,Y,50
CP,1,UY,ALL
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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
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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
/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
13
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
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
14
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
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
15
/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
7.混凝土非线性计算实例（6）
!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,KINH,1,1,15
TBPT,, 100E-6, 3.0
16
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
TIME,20
NSUBST,20,0,20
17
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
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
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
19
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
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
9.混凝土非线性计算实例（8）
!MISO 单压
FINISH
/CLEAR
/PREP7
ANTYPE,STATIC
ET,1,SOLID65
R,1
20
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
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
21
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
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
22
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
/NUMBER,1
/PNUM,TYPE,1
/REPLOT
NSEL,S,LOC,Z,0
D,ALL,UZ,0
23
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
24
ET,1,BEAM188
KEYOPT,1,7,1
KEYOPT,1,8,1
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,
25
ANTYPE,0
SOLVE
FINISH
/SOLU !模态分析
ANTYPE,2
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,,0.154350625,0.191590625,0.210210625,0.224175625,0.250716714,0.329
514922,0.484352764,0.598723486,0.786897371
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
26
OUTRES,ALL,ALL
SOLVE
*ENDDO
FINISH
/POST26
FILE
NSOL,2,20,U,X,
PLVAR,2, , , , , , , , , ,
STORE,MERGE
XVAR,1
PLVAR,2,
*GET,DMAX_TRANS,VARI,2,EXTREM,VMAX, , ! 时程分析 大位移
数据文件
record.txt
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-0.0708
-0.0579
46
-0.0462
-0.0307
-0.0145
-0.0009
-0.018
-0.0318
-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
47
0.0155
0.0105
-0.0115
-0.0302
-0.0309
-0.0095
-0.0058
0.0004
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
48
0.0139
0.0171
0.0253
0.0323
0.0391
0.0164
-0.0136
-0.0323
-0.0291
-0.0287
-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
49
-0.0019
-0.0072
-0.0169
-0.0115
0.0126
finish
/clear
12.悬臂梁地震分析 !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
50
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
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
51
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
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
52
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
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
53
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
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
54
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
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
55
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
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
56
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
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
57
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
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
58
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
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
59
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
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
60
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
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
61
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
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
62
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
ac( 554)= 0.10211080
ac( 555)= 0.15375115
ac( 556)= 0.20402554
ac( 557)= 0.20990406
ac( 558)= 0.15366438
ac( 559)= 0.08996485
63
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
ac( 600)= -0.12039239
ac( 601)= -0.17758024
ac( 602)= -0.21290921
ac( 603)= -0.16366011
64
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
ac( 646)= -0.12726085
ac( 647)= -0.08507627
65
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
66
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
67
ac( 736)= -0.78552359
ac( 737)= -0.75506061
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
68
ac( 780)= -2.94143391
ac( 781)= -2.87746429
ac( 782)= -2.76932073
ac( 783)= -2.49511290
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
69
ac( 824)= 2.17897105
ac( 825)= 1.96062696
ac( 826)= 1.61646497
ac( 827)= 1.32528365
ac( 828)= 1.16461277
ac( 829)= 1.04503989
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
70
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
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
71
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
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
72
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
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
73
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
!*
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,15,0,
RMODIF,_RC_SET,13,0,
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,14,0,
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,15,0,
RMODIF,_RC_SET,13,0,
RMODIF,_RC_SET,16,0, , ,
!*
!*
MPTEMP,,,,,,,,
MPTEMP,1,0
MPDATA,EX,1,,200e3
74
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
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
75
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,
!*
!*
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
76
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,
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
77
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)
vsbw,2 !分割梁体
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
dl,3,,all !对线 line7 施加约束(UX,UY,UZ)
dl,16,,all !对线 line31 施加约束(UX,UY,UZ)
dl,23,,all !对线 line23 施加约束(UX,UY,UZ)
dl,2,,uy !对线 line4 施加约束(UY)
dl,15,,uy !对线 line30 施加约束(UY)
dl,22,,uy !对线 line23 施加约束(UY)
dk,2,,,,,ux,uy !对关键点 2约束(UX,UY)
78
bfl,28,temp,-yjl/(xzxs*egjx*agjx) !对钢绞线施加温度
bfl,38,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
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
79
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
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
80
! 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
antype,4 ! 瞬态分析
trnopt,full
!
! 在模型的左边界加位移约束
81
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
*enddo
*do,i,1,nse1
82
*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
83
!
!
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
84
avres,1
/seg,multi,stress,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,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
85
set,(nse-1)*3+4,i
plnsol,temp
*enddo
/seg,off,temp,0.1
/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
86
ZH_MG=NT_MG/(1.2*1*1)
!----------------------------------------------------------------------------------------------------------------------!
!*
R_HJ=6.230
H_ZQ=2.670
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
87
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
!*************************************************************************************!
!*
!----------------------------------------------------------------------------------------------------------------------!
/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
88
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
!**************************************************!
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),DB
KZDZ(1,1),DBKZDZ((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),DB
KZDZ(1,1),DBKZDZ((Y_YJMAX-Y_YJMIN)/PJ_MG+3,1)
!*
89
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
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_RDC
C(2,2)+Z_RDCC(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
90
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_RD
CC(2,2)+Y_RDCC(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
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)
91
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
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
92
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
*ENDDO
LT_HFZ((Y_YJMAX-Y_YJMIN)/PJ_MG+2,1)=4 !10
*DO,J,1,LTS_ZD
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
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
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
93
X_VCEN=(DBKZDX(9-J+1,1)+DBKZDX(9-J,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,,,YLT_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,,,10,,1
CMSEL,S,CM_HFX
MSHAPE,0,3D
MSHKEY,1
VMESH,ALL
ALLS
*ENDDO
*ENDDO
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
CMSEL,S,CM_ZSDKW
ASLV,R
LSLA,R
X_VCEN=CEN_ZSD(1,1)
Z_VCEN=(DBKZDZ(I,1)+DBKZDZ(I+1,1))/2
VSEL,R,LOC,Z,Z_VCEN-1E-7,Z_VCEN+1E-7
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
94
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
LESIZE,ALL,,,LT_HFZ(I,1),,1
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
ALLS
ALLS
CMSEL,S,CM_VMESH
MSHAPE,0,3D
VSWEEP,ALL
ALLS
*ENDDO
CMSEL,S,CM_ZMG
ESIZE,2
VSWEEP,ALL
ALLS
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
CMSEL,S,CM_YSDKW
ASLV,R
LSLA,R
X_VCEN=CEN_YSD(1,1)
Z_VCEN=(DBKZDZ(I,1)+DBKZDZ(I+1,1))/2
VSEL,R,LOC,Z,Z_VCEN-1E-7,Z_VCEN+1E-7
CM,CM_VMESH,VOLU
ASLV,R
LSLA,R
95
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
LESIZE,ALL,,,LT_HFZ(I,1),,1
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
ALLS
CMSEL,S,CM_VMESH
MSHAPE,0,3D
VSWEEP,ALL
ALLS
CMSEL,S,CM_YMG
ESIZE,2
VSEL,R,LOC,Z,Z_VCEN-1E-7,Z_VCEN+1E-7
VSWEEP,ALL
ALLS
*ENDDO
ALLS
VSEL,U,MAT,,MAT_SD
96
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
VSEL,R,LOC,X,DBKZDX(LTS_ZD+2,1),DBKZDX(LTS_ZD+3,1)
ASLV,S
LSLA,S
LSEL,R,LOC,X,(DBKZDX(LTS_ZD+2,1)+DBKZDX(LTS_ZD+3,1))/2
LESIZE,ALL,,,3
ALLS
!*
VSEL,S,,,CM_VMESH
VSEL,R,LOC,X,DBKZDX(LTS_ZD+3,1),DBKZDX(LTS_ZD+4,1)
ASLV,S
LSLA,S
LSEL,R,LOC,X,(DBKZDX(LTS_ZD+3,1)+DBKZDX(LTS_ZD+4,1))/2
LESIZE,ALL,,,3
!*
VSEL,S,,,CM_VMESH
VSEL,R,LOC,X,DBKZDX(LTS_ZD+4,1),DBKZDX(LTS_ZD+5,1)
ASLV,S
LSLA,S
LSEL,R,LOC,X,(DBKZDX(LTS_ZD+4,1)+DBKZDX(LTS_ZD+5,1))/2
LESIZE,ALL,,,5
ALLS
!*
ALLS
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
!CMSEL,S,CM_VMESH
VSEL,S,,,CM_VMESH
VSEL,R,LOC,Z,DBKZDZ(I,1),DBKZDZ(I+1,1)
VSEL,R,LOC,X,DBKZDX(LTS_ZD+1,1),DBKZDX(LTS_ZD+3,1)
CM,CM_NEXTV,VOLU
CMSEL,S,CM_NEXTV
ESIZE,4
97
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
*DO,I,1,(Y_YJMAX-Y_YJMIN)/PJ_MG+3-1
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
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
98
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
SOLV
FINI
!*
/CLE
/FILNAME,CALTUN
/PREP7
RESUME,TNLMESH,DB
FINI
!*
/SOLU
!*
ACEL,,9.8
!*
ANTYPE,STATIC,NEW
TIME,1
NROPT,FULL
AUTOTS,ON
99
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
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
100
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
VSEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
ESLV,R
EALIVE,ALL
MPCHG,MAT_DB,ALL
!*
ALLS
VSEL,S,,,CM_ZMG
VSEL,A,,,CM_YMG
VSEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
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
101
ASEL,S,,,CM_ZGXW
ASEL,A,,,CM_YGXW
ASEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
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
VSEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
ESLV,R
EALIVE,ALL
MPCHG,MAT_DB,ALL
!*
ALLS
VSEL,S,,,CM_ZMG
VSEL,A,,,CM_YMG
VSEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
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
102
EALIVE,ALL
MPCHG,MAT_GXW,ALL
ALLS
ASEL,S,,,CM_ZGXW
ASEL,A,,,CM_YGXW
ASEL,R,LOC,Z,DBKZDZ(WEI,1),DBKZDZ(TOU,1)
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
!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?
103
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
LSTR,13,9
*do,i,14,17
lstr,i,i+1
*enddo
LARC,14,18,16,14.57
FLST,2,13,4
104
*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
lsel,s,line,,16,17,1
nsll,s,1
CM,_CONTACT2,node
TYPE,2
mat,3
real,1
gcgen,_CONTACT1,_TARGET1
real,2
gcgen,_CONTACT2,_TARGET2
fini
FINISH
/SOLU
antype,static
nlgeom,on
nropt,full,,off
105
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
TB,dp,2
TBDATA,1,15e3,20,0
MP,DENS,2,2000
106
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
LSTR,1,10
107
*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
108
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
lsel,s,line,,16,17,1
nsll,s,1
CM,_CONTACT2,node
TYPE,2
mat,4
real,1
gcgen,_CONTACT1,_TARGET1
real,2
gcgen,_CONTACT2,_TARGET2
asel,s,area,,3
aatt,3,,1
esize,4
amesh,all
lsel,s,line,,1,8,7
nsll,s,1
CM,_TARGET3,node
lsel,s,line,,19,23,4
nsll,s,1
CM,_CONTACT3,node
lsel,s,line,,2,7,5
nsll,s,1
CM,_TARGET4,node
lsel,s,line,,20,22,2
nsll,s,1
CM,_CONTACT4,node
TYPE,2
mat,5
real,3
gcgen,_CONTACT3,_TARGET3
real,4
109
gcgen,_CONTACT4,_TARGET4
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
gcgen,_CONTACT5,_TARGET5
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
110
SFL,_Y1,PRES,4.5e5,4.5e5
alls
iswrite,on
lnsrch,on
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
111
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
!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
112
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
/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
113
*DO,I,1,JZFQ+BJCSM+1
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
!#################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
LOCAL, 11, 1, 0, 0 !定义局部坐标系，柱体
CSYS,11
*DO,I,1,JZFQ+BJCSM+1
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
LOCAL, 11, 1, 0, 0 !定义局部坐标系，柱体
CSYS,11
LSEL,S,LOC,X,R1
NSEL,ALL
NSLL,S,1
*GET, R1NUM, NODE, 0, COUNT
114
*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，
*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)
115
*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
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
116
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
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
LOCAL, 11, 1, 0, 0 !定义局部坐标系，柱体
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
117
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 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
118
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 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
119
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 esel,all esel,s,live nsle,s nsel,inve d,all,all,0 nsel,all esel,all solve esel,s,mat,,3 ekill,all
120
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
!!!!!!!!!!!!!!!!!!!!!!!!!!
!!!!!!!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
121
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
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
122
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!!!!!!!!!!!!!!!!!!!!
!!!!!!!!!!!!!!!!!!!!
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
123
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
!!!!!!端板打孔!!!!!!!!!!!!!!!!!!!
cylind,dh0/2,,-tep-10,tep+10,0,360
vsel,S,LOC,Y,hb/2+100-aa
124
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
cylind,dbt/2,,-tep,tep,0,360
cylind,dbth/2,,-tep-lbth,-tep,0,360
cylind,dbth/2,,tep,tep+lbth,0,360
wpoff,-(hep1-2*aa-ab),0
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
cylind,dbt/2,,-tep,tep,0,360
cylind,dbth/2,,-tep-lbth,-tep,0,360
cylind,dbth/2,,tep,tep+lbth,0,360
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!!!!!!!
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
vsel,s,loc,x,0,lb1+lb2+tep
125
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
NUMMRG,ALL, , , ,LOW
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
!!!!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
126
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
!!!!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!!!!!!!!
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
127
vsel,s,loc,x,-tep-hc,0
vsel,r,loc,z,0,tcf
vsel,u,loc,y,hb/2,hb/2+hst
cm,col_web,volu
eSIZE,hc/8
VMESH,all
vsel,s,loc,x,-tep-hc,0
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
128
MP,MU,1,miu
MAT,1
R,3
REAL,3
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,
PSMESH,3,bolt3, ,V,27, 0,x,
PSMESH,4,bolt4, ,V,30, 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
129
NSUBST,10,0,0
NSUBST,10,0,0
OUTRES,alL,1
NEQIT,200
CNVTOL,F, ,0.01,2, ,
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
130
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
!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
131
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
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
132
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
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
133
*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
!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
134
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
*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
135
!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
!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
136
*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
*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
137
!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 !!!un
it 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 !!!u
nit 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 !!!unit 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
*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
138
*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
!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'
139
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, 2)='SSNX 2'
LABSS(1, 3)='SSNX 3'
LABSS(1, 4)='SSNX 4'
LABSS(1, 5)='SSNX 5'
LABSS(1, 6)='SSNX 6'
LABSS(1, 7)='SSNX 7'
LABSS(1, 8)='SSNX 8'
LABSS(1, 9)='SSNX 9'
LABSS(1,10)='SSNX10'
LABSS(1,11)='SSNX11'
LABSS(1,12)='SSNX12'
LABSS(1,13)='SSNX13'
LABSS(1,14)='SSNX14'
LABSS(1,15)='SSNX15'
LABSS(1,16)='SSNX16'
LABSS(1,17)='SSNX17'
LABSS(2, 1)='SSNZ 1'
LABSS(2, 2)='SSNZ 2'
LABSS(2, 3)='SSNZ 3'
LABSS(2, 4)='SSNZ 4'
LABSS(2, 5)='SSNZ 5'
LABSS(2, 6)='SSNZ 6'
LABSS(2, 7)='SSNZ 7'
LABSS(2, 8)='SSNZ 8'
LABSS(2, 9)='SSNZ 9'
LABSS(2,10)='SSNZ10'
LABSS(2,11)='SSNZ11'
LABSS(2,12)='SSNZ12'
140
LABSS(2,13)='SSNZ13'
LABSS(2,14)='SSNZ14'
LABSS(2,15)='SSNZ15'
LABSS(2,16)='SSNZ16'
LABSS(2,17)='SSNZ17'
LABSS(3, 1)='SSEX 1'
LABSS(3, 2)='SSEX 2'
LABSS(3, 3)='SSEX 3'
LABSS(3, 4)='SSEX 4'
LABSS(3, 5)='SSEX 5'
LABSS(3, 6)='SSEX 6'
LABSS(3, 7)='SSEX 7'
LABSS(3, 8)='SSEX 8'
LABSS(3, 9)='SSEX 9'
LABSS(3,10)='SSEX10'
LABSS(3,11)='SSEX11'
LABSS(3,12)='SSEX12'
LABSS(3,13)='SSEX13'
LABSS(3,14)='SSEX14'
LABSS(3,15)='SSEX15'
LABSS(3,16)='SSEX16'
LABSS(3,17)='SSEX17'
LABSS(4, 1)='SSEZ 1'
LABSS(4, 2)='SSEZ 2'
LABSS(4, 3)='SSEZ 3'
LABSS(4, 4)='SSEZ 4'
LABSS(4, 5)='SSEZ 5'
LABSS(4, 6)='SSEZ 6'
LABSS(4, 7)='SSEZ 7'
LABSS(4, 8)='SSEZ 8'
LABSS(4, 9)='SSEZ 9'
LABSS(4,10)='SSEZ10'
LABSS(4,11)='SSEZ11'
LABSS(4,12)='SSEZ12'
LABSS(4,13)='SSEZ13'
LABSS(4,14)='SSEZ14'
LABSS(4,15)='SSEZ15'
LABSS(4,16)='SSEZ16'
LABSS(4,17)='SSEZ17'
LABSS(5, 1)='SIGMA1 1'
LABSS(5, 2)='SIGMA1 2'
141
LABSS(5, 3)='SIGMA1 3'
LABSS(5, 4)='SIGMA1 4'
LABSS(5, 5)='SIGMA1 5'
LABSS(5, 6)='SIGMA1 6'
LABSS(5, 7)='SIGMA1 7'
LABSS(5, 8)='SIGMA1 8'
LABSS(5, 9)='SIGMA1 9'
LABSS(5,10)='SIGMA110'
LABSS(5,11)='SIGMA111'
LABSS(5,12)='SIGMA112'
LABSS(5,13)='SIGMA113'
LABSS(5,14)='SIGMA114'
LABSS(5,15)='SIGMA115'
LABSS(5,16)='SIGMA116'
LABSS(6, 1)='SIGMA3 1'
LABSS(6, 2)='SIGMA3 2'
LABSS(6, 3)='SIGMA3 3'
LABSS(6, 4)='SIGMA3 4'
LABSS(6, 5)='SIGMA3 5'
LABSS(6, 6)='SIGMA3 6'
LABSS(6, 7)='SIGMA3 7'
LABSS(6, 8)='SIGMA3 8'
LABSS(6, 9)='SIGMA3 9'
LABSS(6,10)='SIGMA310'
LABSS(6,11)='SIGMA311'
LABSS(6,12)='SIGMA312'
LABSS(6,13)='SIGMA313'
LABSS(6,14)='SIGMA314'
LABSS(6,15)='SIGMA315'
LABSS(6,16)='SIGMA316'
/prep7
*DIM,LABSN,CHAR,2,17
LABSN(1,1)='SNX1(e)'
LABSN(1,2)='SNX2(e)'
LABSN(1,3)='SNX3(e)'
LABSN(1,4)='SNX4(e)'
LABSN(1,5)='SNX5(e)'
LABSN(1,6)='SNX6(e)'
LABSN(1,7)='SNX7(e)'
LABSN(1,8)='SNX8(e)'
LABSN(1,9)='SNX9(e)'
LABSN(1,10)='SNX10(e)'
142
LABSN(1,11)='SNX11(e)'
LABSN(1,12)='SNX12(e)'
LABSN(1,13)='SNX13(e)'
LABSN(1,14)='SNX14(e)'
LABSN(1,15)='SNX15(e)'
LABSN(1,16)='SNX16(e)'
LABSN(1,17)='SNX17(e)'
LABSN(2,1)='SNZ1(e)'
LABSN(2,2)='SNZ2(e)'
LABSN(2,3)='SNZ3(e)'
LABSN(2,4)='SNZ4(e)'
LABSN(2,5)='SNZ5(e)'
LABSN(2,6)='SNZ6(e)'
LABSN(2,7)='SNZ7(e)'
LABSN(2,8)='SNZ8(e)'
LABSN(2,9)='SNZ9(e)'
LABSN(2,10)='SNZ10(e)'
LABSN(2,11)='SNZ11(e)'
LABSN(2,12)='SNZ12(e)'
LABSN(2,13)='SNZ13(e)'
LABSN(2,14)='SNZ14(e)'
LABSN(2,15)='SNZ15(e)'
LABSN(2,16)='SNZ16(e)'
LABSN(2,17)='SNZ17(e)'
/prep7
*DIM,LABdisp,CHAR,1,17
LABdisp(1, 1)='DH 1(m)'
LABdisp(1, 2)='DH 2(m)'
LABdisp(1, 3)='DH 3(m)'
LABdisp(1, 4)='DH 4(m)'
LABdisp(1, 5)='DH 5(m)'
LABdisp(1, 6)='DH 6(m)'
LABdisp(1, 7)='DH 7(m)'
LABdisp(1, 8)='DH 8(m)'
LABdisp(1, 9)='DH 9(m)'
LABdisp(1,10)='DH10(m)'
LABdisp(1,11)='DH11(m)'
LABdisp(1,12)='DH12(m)'
LABdisp(1,13)='DH13(m)'
LABdisp(1,14)='DH14(m)'
LABdisp(1,15)='DH15(m)'
LABdisp(1,16)='DH16(m)'
LABdisp(1,17)='DH17(m)'
143
!3.2 输出弹模结果 输出内容 1,文件名：EX.TXT
/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,E11.4,1
X,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(1,16)
(/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,9),EX(I,10),EX(I,11),EX(I,12),EX(I,13),EX(I,14),EX(I,15),EX(I,16)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*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
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*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)
(/5X,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,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)
144
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(1,9),LABSS(1,10),LABSS(1,11),LABSS(1,12),LABSS(1,13),LABSS(1,14),
LABSS(1,15),LABSS(1,16),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_no
dex(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,E11.4,1
X,E11.4,1X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*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
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(2,1),LABSS(2,2),LABSS(2,3),LABSS(2,4),LABSS(2,5),LABSS(2,6),LABSS
(2,7),LABSS(2,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
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)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(2,9),LABSS(2,10),LABSS(2,11),LABSS(2,12),LABSS(2,13),LABSS(2,14),
LABSS(2,15),LABSS(2,16),LABSS(2,17)
(/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_nodez(I,9),ss_nodez(I,10),ss_nodez(I,11),ss_nodez(I,12),ss_nodez(I,13),ss_no
dez(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,E11.4,1
X,E11.4,1X,E11.4)
*ENDDO
145
C***, ------------------- THE END OF OUTPUT ---------------------
*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
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(3,1),LABSS(3,2),LABSS(3,3),LABSS(3,4),LABSS(3,5),LABSS(3,6),LABSS
(3,7),LABSS(3,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
ss_elex(I,1),ss_elex(I,2),ss_elex(I,3),ss_elex(I,4),ss_elex(I,5),ss_elex(I,6),s
s_elex(I,7),ss_elex(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,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(3,9),LABSS(3,10),LABSS(3,11),LABSS(3,12),LABSS(3,13),LABSS(3,14),
LABSS(3,15),LABSS(3,16)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*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)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*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
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(4,1),LABSS(4,2),LABSS(4,3),LABSS(4,4),LABSS(4,5),LABSS(4,6),LABSS
(4,7),LABSS(4,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
146
*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),s
s_elez(I,7),ss_elez(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,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(4,9),LABSS(4,10),LABSS(4,11),LABSS(4,12),LABSS(4,13),LABSS(4,14),
LABSS(4,15),LABSS(4,16),LABSS(4,17)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*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)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*CFCLOS
FINISH
!3.7 输出应力 sigma1 输出内容 6,文件名：sigma1.txt
/POST1
*CFOPEN, sigma1,txt
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(5,1),LABSS(5,2),LABSS(5,3),LABSS(5,4),LABSS(5,5),LABSS(5,6),LABSS
(5,7),LABSS(5,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
sigma1(I,1),sigma1(I,2),sigma1(I,3),sigma1(I,4),sigma1(I,5),sigma1(I,6),sigma1(
I,7),sigma1(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,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(5,9),LABSS(5,10),LABSS(5,11),LABSS(5,12),LABSS(5,13),LABSS(5,14),
LABSS(5,15),LABSS(5,16)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*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),si
gma1(I,15),sigma1(I,16)
147
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*CFCLOS
FINISH
!3.8 输出应力 sigma3 输出内容 7,文件名：sigma3.txt
/POST1
*CFOPEN, sigma3,txt
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(6,1),LABSS(6,2),LABSS(6,3),LABSS(6,4),LABSS(6,5),LABSS(6,6),LABSS
(6,7),LABSS(6,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
sigma3(I,1),sigma3(I,2),sigma3(I,3),sigma3(I,4),sigma3(I,5),sigma3(I,6),sigma3(
I,7),sigma3(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,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(6,9),LABSS(6,10),LABSS(6,11),LABSS(6,12),LABSS(6,13),LABSS(6,14),
LABSS(6,15),LABSS(6,16)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*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),si
gma3(I,15),sigma3(I,16)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*CFCLOS
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
148
*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),LABSN(1,9)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*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)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*DO,I, 1,1, 1
149
*VWRITE, SEQU,
sn_nodex(I,10),sn_nodex(I,11),sn_nodex(I,12),sn_nodex(I,13),sn_nodex(I,14),sn_n
odex(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),LABSN(2,9)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*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)
(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(2,10),LABSN(2,11),LABSN(2,12),LABSN(2,13),LABSN(2,14),LABSN(2,15)
,LABSN(2,16),LABSN(2,17)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*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_n
odez(I,15),sn_nodez(I,16),sn_nodez(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
/POST1
RSYS,0
!3.10 获得垂直变形 disph
150
*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
*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),LABdis
p(1,6),LABdisp(1,7),LABdisp(1,8),LABdisp(1,9)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*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),di
sph(I,8),disph(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,LABdisp(1,10),LABdisp(1,11),LABdisp(1,12),LABdisp(1,13),LABdisp(1,14),L
ABdisp(1,15),LABdisp(1,16),LABdisp(1,17)
(/5X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X,A9,1X)
*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)
(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
151
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
/POST1
*CFOPEN, sigmacal,txt
C***,------------------- Young's Modulus of ELEMENTS ---------------------
*VWRITE,LABSS(5,1),LABSS(5,2),LABSS(5,3),LABSS(5,4),LABSS(5,5),LABSS(5,6),LABSS
(5,7),LABSS(5,8)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
sigmacal(I,1),sigmacal(I,2),sigmacal(I,3),sigmacal(I,4),sigmacal(I,5),sigmacal(
I,6),sigmacal(I,7),sigmacal(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,E11.4,1
X,E11.4)
*ENDDO
*VWRITE,LABSS(5,9),LABSS(5,10),LABSS(5,11),LABSS(5,12),LABSS(5,13),LABSS(5,14),
LABSS(5,15),LABSS(5,16)
(/5X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X,A12,1X)
*DO,I, 1,1, 1
*VWRITE, SEQU,
sigmacal(I,9),sigmacal(I,10),sigmacal(I,11),sigmacal(I,12),sigmacal(I,13),sigma
cal(I,14),sigmacal(I,15),sigmacal(I,16)
(1X,'ROW',F3.0,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1X,E11.4,1
X,E11.4)
*ENDDO
C***, ------------------- THE END OF OUTPUT ---------------------
*CFCLOS
FINISH
/POST1
RSYS,0
152
!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,,,,
!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
153
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
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, , , , , , , , , ,
154
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。
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
155
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
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
156
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，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
157
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
!/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
158
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
/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
159
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
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)
160
*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
*get,number3,node,,COUNT
*set,fx3,-160300/(number3)
*set,fy3,4858000/(number3)
f,all,fx,fx3
f,all,fy,fy3
lsel,s,,,85
nsll,s,1
*get,number4,node,,COUNT
*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
161
!!! 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
162
/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
163
asel,all
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----------
164
ET,1,182,,,3
mp,ex,1,115e9
mp,prxy,1,0.3
r,1,0.3
TB,BKIN,1
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
165
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
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
166
esize,0.05
amesh,all
!---------contact------------
alls
type,10
mat,9
real,9
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
167
/solu
antype,static
nlgeom,on
autots,on
alls
save
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
*get,rf2,node,nmin,rf,fy
*get,dis2,node,ndis,u,y
!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
*get,rf3,node,nmin,rf,fy
*get,dis3,node,ndis,u,y
168
rate,off
time,tm+1e-8
d,nmin,uy,-0.3
nsub,20
outres,all,all
solve
*get,rf4,node,nmin,rf,fy
*get,dis4,node,ndis,u,y
/EOF
time,11
d,nmin,uy,-0.0
nsub,20
outres,all,all
solve
*get,rf11,node,nmin,rf,fy
*get,dis11,node,ndis,u,y
/eof
fini
/post1
*get,rf2,node,nmin,rf,fy
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
169
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
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)
170
*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
*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
171
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
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
172
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
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
173
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
*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,13,15,Wdiv,'divide number on the width side',40
*cset,16,18,Hdiv,'divide number on the heigth side',40
*cset,19,21,holediv,'divide number on the hole side',32
174
*cset,22,24,gravity,'The gravity Acceleration(unit:m/s2)',0
*cset,25,27,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,4,then
multipro,'start',8
*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,Wdiv,'divide number on the width side',40
*cset,13,15,Hdiv,'divide number on the heigth side',40
*cset,16,18,holediv,'divide number on the hole side',32
*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,6,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,Dbottom,'hole central distance to bottom',1
*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,holediv,'divide number on the hole side',32
*cset,22,24,gravity,'The gravity Acceleration(unit:m/s2)',0
*cset,25,27,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'
*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
175
thforcal=1.1*thi
*elseif,type,eq,2,then
thforcal=1.1*1.25*thi
*elseif,type,eq,3,then
thforcal=1.1*1.20*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
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
*elseif,dofdown,eq,2,then
lsel,s,loc,y,ky(1)-0.01,ky(1)+0.01
dl,all,,uz
176
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
*elseif,type,eq,2,then
thforcal=1.1*1.25*thi
*elseif,type,eq,3,then
thforcal=1.1*1.20*thi
*endif
r,2,thforcal
mp,ex,2,2.06e11
mp,prxy,2,0.3
csys,1
n,1,
177
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,3,1+H*cos(a1)/sin(a1),1+H
k,4,1+w-H*cos(a2)/sin(a2),1+H
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
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
178
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)
*get,nnn2,node,0,count
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
allsel
CPINTF,ALL,0.0001,
*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
179
allsel
*elseif,dofdown,eq,2,then
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
*elseif,type,eq,2,then
thforcal=1.1*1.25*thi
*elseif,type,eq,3,then
thforcal=1.1*1.20*thi
*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,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
180
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
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)
k,7,kx(3)+kbw/sin(a1)-kbh*cos(a1)/sin(a1),ky(3)-kbh
k,8,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
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
LSEL,S,LENGTH,,2*kr,l+w
LSEL,INVE
181
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)
*get,nnn2,node,0,count
egen,2,nnn2+kld,1,kld,1,,,,,,kx ,ky
*get,nnn3,node,0,count
egen,2,nnn3+kld,1,kld,1,,,,,,kx(7),ky(7)
*get,nnn4,node,0,count
egen,2,nnn4+kld,1,kld,1,,,,,,kx ,ky
/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
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
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
nsel,s,loc,x,kx -0.001,kx +0.001
nsel,r,loc,y,ky -0.001,ky +0.001
d,all,uz,0,,,,
allsel
182
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
*elseif,type,eq,2,then
thforcal=1.1*1.25*thi
*elseif,type,eq,3,then
thforcal=1.1*1.20*thi
*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,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,3,1+H*cos(a1)/sin(a1),1+H
k,4,1+w-H*cos(a2)/sin(a2),1+H
k,5,kbw/sin(a1)+kbh*cos(a1)/sin(a1)+kx(1),kbh+ky(1)
183
k,6,kx(2)-kbw/sin(a2)+kbh*cos(a2)/sin(a2),kbh+ky(2)
k,7,kx(3)+kbw/sin(a1)-kbh*cos(a1)/sin(a1),ky(3)-kbh
k,8,kx(4)-kbw/sin(a2)+kbw*cos(a2)/sin(a2),ky(4)-kbh
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
184
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,l+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)
*get,nnn2,node,0,count
egen,2,nnn2+kld,1,kld,1,,,,,,kx ,ky
*get,nnn3,node,0,count
egen,2,nnn3+kld,1,kld,1,,,,,,kx(7),ky(7)
*get,nnn4,node,0,count
egen,2,nnn4+kld,1,kld,1,,,,,,kx ,ky
*get,nnn5,node,0,count
egen,2,nnn5+kld,1,kld,1,,,,,,kx(9),ky(9)
*get,nnn6,node,0,count
egen,2,nnn6+kld,1,kld,1,,,,,,kx(10),ky(10)
/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
nsel,s,loc,x,kx -0.001,kx +0.001
nsel,r,loc,y,ky -0.001,ky +0.001
185
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
nsel,s,loc,x,kx -0.001,kx +0.001
nsel,r,loc,y,ky -0.001,ky +0.001
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
186
nlgeom,on
sstif,on
nsubst,10
kbc,1
*endif
solv
finish
/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
187
*get,numall,node,0,count
*get,numstart,node,0,num,min
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
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
188
AVPRIN
plnsol,s,eqv,0,1
allsel
esel,s,real,,1,1,1
NSLE,S
*get,numall,node,0,count
*get,numstart,node,0,num,min
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
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
189
/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
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
190
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
191
aglue,all
aatt,1,1,1
lsel,s,,,4,12,8
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
192
et,1,63
r,1,0.1
mp,ex ,1,10e6
mp,nuxy,1,0.3
mp,dens,1,0.1/386.1
et,2,184
keyopt,2,1,1
pcirc,RADIUS_OUTER,RADIUS_INNER,0,90
pcirc,RADIUS_OUTER,RADIUS_INNER,90,180
pcirc,RADIUS_OUTER,RADIUS_INNER,180,270
pcirc,RADIUS_OUTER,RADIUS_INNER,270,360
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
193
allsel,all
finish
/solu
antype,trans
nlgeom,on
rescon,define,none
outres,all,all
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
194
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
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
195
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
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
196
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,
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
197
*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
/OUTPUT,'a3','csv','.'
*elseif,i,eq,4,then
/OUTPUT,'a4','csv','.'
*elseif,i,eq,5,then
/OUTPUT,'a5','csv','.'
*else
*exit
*endif
*VWRITE,'TIME' ! 按一定次序写入数据
%C
*VWRITE,_P26_EXPORT(1,0)
%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
198
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
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
199
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
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
200
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,
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)
201
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)
elth2 = abs(nx(ndi)-nx(ndj))
xlth2 = xlth2 + elth2
*if,xlth2,ge,tpos2,then
*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)
elth3 = abs(nx(ndi)-nx(ndj))
xlth3 = xlth3 + elth3
*if,xlth3,ge,tpos3,then
*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
202
xlth4 = 0
*do,i,1,eldknum
ii = eldk
ndi = nelem(ii,1)
ndj = nelem(ii,2)
elth4 = abs(nx(ndi)-nx(ndj))
xlth4 = xlth4 + elth4
*if,xlth4,ge,tpos4,then
*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
sfbeam,eldk(tele1),1,pres,qq,qq,,,,,
*endif
*elseif,tpos1,le,(L1+L2),then ! 煤水车进桥
c1 = xlth1 - tpos1
*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
sfbeam,eldk(tele1),1,pres,qq,qq,,,,,
*do,j,1,tele1-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
*else
dtele = tele1 - tele2
*if,dtele,eq,1, then
c2 = xlth2 - tpos2
203
c3 = elth2 - c2
qq0 = q1*(elth1-c1)/elth1
qq = (q1*c2+q2*c3)/elth2
sfbeam,eldk(tele1),1,pres,qq0,qq0,,,,,
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
*do,j,1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
*else
c2 = xlth2 - tpos2
c3 = elth2 - c2
qq0 = q1*(elth1-c1)/elth1
sfbeam,eldk(tele1),1,pres,qq0,qq0,,,,,
*do,j,tele2+1,tele1-1
sfbeam,eldk(j),1,pres,q1,q1,,,,,
*enddo
qq = (q1*c2+q2*c3)/elth2
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
*do,j,1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*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
sfbeam,eldk(tele1),1,pres,qq,qq,,,,,
c4 = xlth3 - tpos3
c5 = elth3 - c4
dtele1 = tele2 - tele3
*if,dtele1,eq,1,then
qq1 = (q2*c4+q3*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*else
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q3*c5)/(elth3)
204
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*endif
*else
dtele1 = tele1 -tele2
*if,dtele1,eq,1,then
c2 = xlth2 - tpos2
c3 = elth2 -c2
qq0 = q1*(elth1-c1)/elth1
sfbeam,eldk(tele1),1,pres,qq0,qq0,,,,,
c4 = xlth3- tpos3
c5 = elth3 - c4
dtele2 = tele2 - tele3
*if,dtele2,eq,0,then
qq0 = (q1*c2+q2*L2+q3*c3)/elth2
sfbeam,eldk(tele2),1,pres,qq0,qq0,,,,,
*do,j,1,tele2-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*elseif,dtele2,eq,1,then
qq0 = (q1*c2+q2*c3)/elth2
sfbeam,eldk(tele2),1,pres,qq0,qq0,,,,,
qq1 = (q2*c4+c3*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*else
qq0 = (q1*c2+q2*c3)/elth2
sfbeam,eldk(tele2),1,pres,qq0,qq0,,,,,
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q3*c5)/(elth3)
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*endif
*else
c2 = xlth2 - tele2
c3 = elth2 - c2
qq0 = q1*(elth1-c1)/elth1
205
sfbeam,eldk(tele1),1,pres,qq0,qq0,,,,,
*do,j,tele2+1,tele1-1,
sfbeam,eldk(j),1,pres,q1,q1,,,,,
*enddo
qq = (q1*c2+q2*c3)/(elth2)
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
dtele2 = tele2 - tele3
*if,dtele2,eq,1,then
qq1 = (q2*c4+q3*c5)/(elth3)
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*else
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q3*c5)/(elth3)
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*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
*if,dtele1,eq,0,then
c2 = xlth2 - tpos2
c3 = elth2 - c2
qq = (q1*c2+q2*c3)/(elth2)
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
dtele2 = tele2 - tele3
c4 = xlth3 -tpos3
c5 = elth3 - c4
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q3*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
206
*elseif,dtele1,eq,1,then
sfbeam,eldk(eldknum),1,pres,q1,q1,,,,,
qq = (q1*c2+q2*c3)/(elth2)
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
dtele2 = tele2- tele3
c4 = xlth3 - tpos3
c5 = elth3 - c4
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q2*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*elseif,dtele1,gt,1,then
*do,j,tele2+1,eldknum
sfbeam,eldk(j),1,pres,q1,q1,,,,,
*enddo
qq = (q1*c2+q2*c3)/(elth2)
sfbeam,eldk(tele2),1,pres,qq,qq,,,,,
c4 = xlth3 - tpos3
c5 = elth3 - c4
*do,j,tele3+1,tele2-1
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq1 = (q2*c4+q2*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq1,qq1,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*endif
*elseif,tpos1,le,(qth+L1+L2),then !煤水车头出桥
c4 = xlth3 - tpos3
c5 = elth3 - c4
dtele1 = eldknum - tele3
*if,dtele1,eq,0,then
qq = (q2*c4+q3*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq,qq,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*else
*do,j,tele3+1,eldknum
207
sfbeam,eldk(j),1,pres,q2,q2,,,,,
*enddo
qq = (q2*c4+q3*c5)/elth3
sfbeam,eldk(tele3),1,pres,qq,qq,,,,,
*do,j,1,tele3-1
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*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
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
*elseif,tpos1,le,lth1,then ! 均布列车荷载出桥
c1 = xlth4 - tpos4
c2 = elth4 - c1
*do,j,tele4+1,eldknum
sfbeam,eldk(j),1,pres,q3,q3,,,,,
*enddo
qq = q3*c1/elth4
sfbeam,eldk(tele4),1,pres,qq,qq,,,,,
*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
etable,momentz,smisc,6 ! 定义单元弯矩表
*vget,ffx(1,time),elem,1,etab,forcex,,,,
208
*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
numnd = nodes
209
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
210
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
211
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
212
/sys,rename njq*.bmp aaa*.bmp
*do,i,31,ndnum
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 aa*.bmp
!*do,i,1,20
!cc = elnum2
!/title,axis of element %cc% VS. train position
! *vplot,dfmaxel(1,0),dfmaxel(1,i)
!/ui,copy,save,bmp,graph
!/title,moment of element %cc% VS. train position
! *vplot,dmmaxel(1,0),dmmaxel(1,i)
!/ui,copy,save,bmp,graph
!*enddo
!/title
*do,i,1,20
cc = elnum4
/title,axis of element %cc% vs train position
*vplot,fmaxel(1,0),fmaxel(1,i)
/ui,copy,save,bmp,graph
/title,moment of element %cc% vs train position
*vplot,mmaxel(1,0),mmaxel(1,i)
/ui,copy,save,bmp,graph
*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
213
b=nodes(i+1)
c=nodes(i+2)
d=nodes(i+3)
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
('荷载位置',9x,'单元',f4.0,14x,'单元',f4.0,14x,'单元',f4.0)
*vwrite,dfmaxel(1,0),dfmaxel(1,19),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
214
(' ***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
(' ')
a= elnum4
b= elnum4(i+1)
c= elnum4(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,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
('荷载位置',9x,'单元',f4.0,14x,'单元',f4.0,14x,'单元',f4.0)
*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
215
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
*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
216
!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
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
217
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,
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
218
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
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,
219
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
! --- 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
220
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
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
!*
221
!*
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
/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
222
/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
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
223
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
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
!*
224
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
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,,
225
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
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
226
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,..\
!*
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
227
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
MSHKEY,1
AMESH,8
asel,,area,,9
aatt,7,,1,0
AESIZE,9,0.04,
MSHAPE,0,2D
MSHKEY,1
AMESH,9
228
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
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,
229
!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
!定义单元
et,1,solid45
mp,ex,1,2.5e8
230
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
/post1
231
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
/anfile,save,'2','avi',''
set,next
/view,1,1,1,1,
/ang,1
/rep,fast
pldisp,0
anmode,10,0.5e-1,20
/anfile,save,'3','avi',''
/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,0.333333333,0.353773168,0.376883475,0.403224181,0.433523506,0.468746338,0.510198876,0.5
59694183,0.619824466,
sv,,0.256257352,0.270357153,0.286201463,0.304142684,0.324636126,0.348280823,0.375881551,0.40
8546201,0.447844563,
freq,0.694429977,0.789452909,0.914603474,1.086909265,1.339207992,1.744044089,2.5,10,1000
sv,,0.496079267,0.556774157,0.635616298,0.742436687,0.895877629,1.136284746,1.5712,1.5712,0.7
0704
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
232
/solu
antype,spectr
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
233
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
*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 )
234
!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
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
235
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
*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 )
236
!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
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）
237
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,,,
*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
238
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
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,
NUMMRG,ALL, , , ,LOW
NUMCMP,ALL
!-------------------------------------------
!划分网格
ASEL,S,,,1,24,1,,
239
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
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）
240
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
vsbw,1 !分割梁体
wpoff,0,0,-40 !工作平面移动-40mm(Z)
vsbw,2 !分割梁体
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
241
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
dl,3,,all !对线 line7 施加约束(UX,UY,UZ)
dl,16,,all !对线 line31 施加约束(UX,UY,UZ)
dl,23,,all !对线 line23 施加约束(UX,UY,UZ)
dl,2,,uy !对线 line4 施加约束(UY)
dl,15,,uy !对线 line30 施加约束(UY)
dl,22,,uy !对线 line23 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
bfl,38,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
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
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,,,,,,,,
242
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
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
243
/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
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
244
l,7,8
arotat,5,,,,,,1,2,alpha_deg/2
arotat,2,,,,,,1,2,alpha_deg/2
arotat,6,,,,,,1,2,alpha_deg/2
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
MODOPT,LANB,10,0,0, ,OFF
DK,5, , , ,0,UZ, , , , , ,
SOLVE
FINISH
/POST1
SET,LIST
SET, , ,1, , , ,4,
/CYCEXPAND, ,ON
PLNS,U,SUM !观察扩展模态
FINISH
245
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
246
LSTR, 3, 4
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 !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
MODOPT,LANB,20,0,0, ,OFF
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
247
NSOL,2,139,U,Y,
PLVAR,2
FINISH
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
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,
248
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
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
249
/SOL !模态合并
ANTYPE,8
SRSS,0.001,DISP
SOLVE
/POST1 !观察结果
SET,LIST
/INPUT,,mcom
PRRSOL,F
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
SECTYPE, 1, BEAM, RECT, secA, 0
SECOFFSET, CENT
SECDATA,0.005,0.008,0,0,0,0,0,0,0,0
250
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
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,
251
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
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
252
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
*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
253
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
*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
254
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
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 )
255
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)
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
256
!*****************************************************************
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
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)
257
Q12(RminN)=Q12(RminN)*(10e-14)
Q66(RminN)=Q66(RminN)*(10e-14)
*else
Q22(RminN)=Q22(RminN)*(10e-14)
Q12(RminN)=Q12(RminN)*(10e-14)
Q66(RminN)=Q66(RminN)*(10e-14)
Q11(RminN)=Q11(RminN)*(10e-14)
*ENDIF
*ELSEIF,s1(RminN)*(Rmin),le,0,then
*if,(-1)*s1(RminN)*(Rmin),lt,xc,then
Q22(RminN)=Q22(RminN)*(10e-14)
Q12(RminN)=Q12(RminN)*(10e-14)
Q66(RminN)=Q66(RminN)*(10e-14)
*else
Q22(RminN)=Q22(RminN)*(10e-14)
Q12(RminN)=Q12(RminN)*(10e-14)
Q66(RminN)=Q66(RminN)*(10e-14)
Q11(RminN)=Q11(RminN)*(10e-14)
*endIF
*endif
*do,i,1,n !检查是否还有其他层破坏
*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
258
*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
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
259
! 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
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
260
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
PARSAV, ALL, PARAM, TXT,
FINISH
/SOLU
ANTYPE,,REST,
PARRES, CHANGE , PARAM, TXT,
!激活横梁
EALIVE,4
EALIVE,5
!杀死临时支撑
EKILL,2
SOLVE
FINISH
/POST
/DSCALE,1,10
/REPLOT
261
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,,,
MPTEMP,,,,,,,,
MPTEMP,1,0
262
!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
263
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
264
*DO,I,1,NSTEP
FINISH
/SOLU
!使用重启动功能
*IF,I,GT,1,THEN
ANTYPE,,REST,
PARRES, CHANGE , PARAM, TXT,
*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
PARSAV, ALL, PARAM, TXT,
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
265
/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,
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
266
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
/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 !*
267
FINISH /SOLU !* ANTYPE,2 !* MODOPT,LANB,6 EQSLV,SPAR MXPAND,0, , ,0 LUMPM,0 PSTRES,0 !* MODOPT,LANB,6,0,0, ,OFF FLST,2,1,4,ORDE,1 FITEM,2,4 !* /GO DL,P51X, ,ALL, SAVE /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, ,
268
!* 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, !* 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
269
/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
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
270
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
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
271
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, , , , ,
FK,2,FZ,-FORCE
ANTYPE,0
NLGEOM,1
NSUBST,20,0,0
OUTRES,ALL,1
ARCLEN,1,0,0
AUTOTS,-1.0
SOLVE
272
! 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
!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)
273
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)
type(typ_Concrete) :: 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
! if(C%Crack>1) then
! call MAXMIN(C%EPS,C%EPSP,C%ANGLE)
274
! 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
type(typ_Concrete) :: C
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)
275
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
type(typ_Concrete) :: C
real*8 Es, MUs
if(C%Beta<=1.d0) then
Es=C%E0*(1.d0+sqrt(1.d0-C%Beta))/2.d0
276
MUs=C%MU0
if(C%Beta>0.8d0) then
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%Strain=C%EPS+C%dEPS
C%D=C%De
else
C%D=0.d0
C%Stress=C%SIG
C%Strain=C%EPS+C%dEPS
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
277
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
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
type(typ_Concrete) :: C
C%D=C%De
C%Stress=C%SIG+matmul(C%De,C%dEPS)
C%Strain=C%EPS+C%dEPS
return
end subroutine Con_UnLoad
subroutine Con_Add_Load(C) !判断加卸载
type(typ_Concrete) :: C
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
type(typ_Concrete) :: C
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,
278
1 COSA**2-SINA**2/);
return
end subroutine Con_Get_N
subroutine Con_Get_De(C) !得到弹性本构矩阵
type(typ_Concrete) :: C
C%G0=C%E0/(2.d0*(1.d0+C%MU0))
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
279
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
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)
280
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
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
281
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
/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
282
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
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
283
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
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
284
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
*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
285
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
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
286
*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。
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
287
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.
FINISH
/SOLU
LSCLEAR,ALL
ANTYPE,4
TRNOPT,FULL
LUMPM,0
NROPT,FULL
!ESTIF,1e-0024,
288
!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
CMSEL,A,JCNODE
*DO,I,1,3,1
CMSEL,A,NLAYER(1,I)
*ENDDO
289
!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)
*ENDDO
290
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)
!SF,ALL,CONV,200, %DAQI%
SF,ALL,CONV,2016, %DAQI%
!!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
##########################
291
!!主要是为了使坝体水化热散发完毕
*DO,T,112,141,1 !!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
!!加第三类边界条件
!选岩石与大气接触节点
CMSEL,S,NBIAOMIAN !选坝体与大气接触节点
*DO,I,1,37,1
*DO,J,1,2,1
CMSEL,A,NLAYER(I,J)
*ENDDO
*ENDDO
CMSEL,A,NLAYER(37,3)
!SF,ALL,CONV,200, %DAQI%
SF,ALL,CONV,2016, %DAQI%
!!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
292
########################## !!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.
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 !选坝体与大气接触节点
*DO,I,1,37,1
*DO,J,1,2,1
CMSEL,A,NLAYER(I,J)
*ENDDO
*ENDDO
CMSEL,A,NLAYER(37,3)
!SF,ALL,CONV,200, %DAQI%
SF,ALL,CONV,2016, %DAQI%
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>
293
<Regime Var>
</RegimeParameter>
<AngularUnits type="0">
! 0 = radian, 1 = degrees
</AngularUnits>
<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>
<!--
!
! ANSYS input
!
:FUNC
*DIM,%_FNCNAME%,TABLE,6,10,1
!
! Begin of equation: 17.3+11.35*cos(0.01745*({TIME}-215))
%_FNCNAME%(0,0,1)= 0.0, -999
%_FNCNAME%(2,0,1)= 0.0
%_FNCNAME%(3,0,1)= 0.0
%_FNCNAME%(4,0,1)= 0.0
%_FNCNAME%(5,0,1)= 0.0
%_FNCNAME%(6,0,1)= 0.0
%_FNCNAME%(0,1,1)= 1.0, -1, 0, 215, 0, 0, 1
%_FNCNAME%(0,2,1)= 0.0, -2, 0, 1, 1, 2, -1
%_FNCNAME%(0,3,1)= 0, -1, 0, 0.01745, 0, 0, -2
%_FNCNAME%(0,4,1)= 0.0, -3, 0, 1, -1, 3, -2
%_FNCNAME%(0,5,1)= 0.0, -1, 10, 1, -3, 0, 0
%_FNCNAME%(0,6,1)= 0.0, -2, 0, 11.35, 0, 0, -1
%_FNCNAME%(0,7,1)= 0.0, -3, 0, 1, -2, 3, -1
294
%_FNCNAME%(0,8,1)= 0.0, -1, 0, 17.3, 0, 0, -3
%_FNCNAME%(0,9,1)= 0.0, -2, 0, 1, -1, 1, -3
%_FNCNAME%(0,10,1)= 0.0, 99, 0, 1, -2, 0, 0
! End of equation: 17.3+11.35*cos(0.01745*({TIME}-215))
!-->
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
! 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
295
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
!
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,
!
296
!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
!
*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：
297
- 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
298
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
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
299
nsel,all
save,model,db
fini
/solu
solve
fini
/post1
/contour,,12
plnsol,u,sum
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
300
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
/solu
solve
fini
save
sy11111111
71．ansys 显示－隐式－回弹分析实例
301
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************************************************************
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************************************************************
302
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
303
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
304
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
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'
305
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
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
306
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
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
307
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
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************************************************************
308
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
309
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
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
310
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
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
311
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
C************************************************************
/solu
time,2.5*t_umax
solve
fini
C************************************************************
C*** PLOT DISPLACEMENT LAST RESULTS SET
C************************************************************
/post1
312
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
C*** PUNCH AND DIE
C************************************************************
asel,s,mat,,2,3,
alls,belo,area
dlde,all,all
C************************************************************
C*** UPDATE GEOMETRY
313
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
C************************************************************
/fil,modal
/sys,copy implct.emat modal.emat
/sys,copy implct.esav modal.esav
/solu
lscle,lsopt
314
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
315
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
316
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... ...