有限元作业西北农林科技大学.docx

有限元作业西北农林科技大学.docx

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有限元作业西北农林科技大学

目录

一．平面结构（木板应力分析）1

（一）木板计算图示1

（二）计算代码1

（三）运算结果2

二．桁架结构4

（一）桁架计算图示4

（二）计算代码4

（三）运算结果5

三.刚架结构6

（一）刚架计算图示6

（二）计算代码6

（三）运算结果7

四.钢筋混凝土框架结构简单分析9

（一）问题描述9

（二）前处理9

1.运行ANSYS9

2.定义单元类型9

3.定义材料属性9

4.几何模型9

5.划分网格10

（三）求解10

1.定义分析类型10

2.施加约束10

3.施加重力10

4.开始求解10

（四）后处理11

1.结构变形图11

2.位移云图11

3.主应力云图11

一．平面结构（木板应力分析）

木板尺寸为300mmX300mmX5mm，四角采用固定铰支座。

在结点8，9施加500N的竖向作用力，节点5，11施加500N的水平作用力，然后分析木板应力的变化。

先将木板平面分成36个单元，分别编上号码。

在记事本文件以一定的格式写入代码后，运用MATLAB软件进行应力分析。

（一）木板计算图示

（二）计算代码

PLATE

YangBoxing

NNNENMNDIMNENNDN

25361232

NDNLNMPC

840

NODE#XY

100

21000

32000

43000

5300100

6300200

7300300

8200300

9100300

100300

110200

120100

135050

1415050

1525050

16250150

17250250

18150250

1950250

2050150

21100100

22200100

23200200

24100200

25150150

Elem#Node1Node2Node3Material#ThicknessTempChange

11213150

211312150

3132112150

422113150

521421150

62314150

732214150

8142221150

931522150

103415150

114515150

1215522150

1322516150

141656150

1516623150

16221623150

17212225150

18252223150

19252324150

20212524150

21122120150

22202124150

23202411150

24122011150

25112419150

2619249150

2719910150

28111910150

29242318150

3018238150

311889150

3224189150

3323617150

341767150

351778150

3623178150

DOF#SpecifiedDisplacement

10

20

70

80

130

140

190

200

DOF#Load

9-500

16-500

18-500

21500

MAT#EPNUCTE

130e60.250

（三）运算结果

OutputforInputDatafromfileybx.txt

YangBoxing

PlaneStressAnalysis

Node#X-DisplY-Displ

1-3.6457E-011-4.5660E-011

2-1.2235E-006-3.7328E-006

3-1.0714E-006-4.8037E-006

45.5811E-012-5.2663E-011

5-4.3744E-006-3.4756E-006

61.1298E-006-3.9803E-006

7-2.0895E-011-6.7977E-011

85.6666E-007-8.0484E-006

91.7282E-006-6.9774E-006

105.1771E-011-6.0974E-011

113.4706E-006-2.4557E-006

12-2.2592E-007-1.9510E-006

13-1.4587E-007-2.2104E-006

14-8.6656E-007-4.3286E-006

15-2.2067E-006-3.5616E-006

16-9.6315E-007-3.7692E-006

171.4431E-006-4.3252E-006

188.6656E-007-6.2549E-006

199.0951E-007-2.9741E-006

209.6315E-007-3.5347E-006

212.1868E-008-3.8267E-006

22-1.5185E-006-4.1819E-006

238.2454E-007-4.8759E-006

246.7212E-007-4.5207E-006

251.3818E-021-4.1589E-006

DOF#Reaction

11.6041E+002

22.0090E+002

7-2.4557E+001

82.3172E+002

139.1939E+001

142.9910E+002

19-2.2779E+002

202.6828E+002

ELEM#SXSYTXYS1S2ANGLESX-->S1

1-4.46557E-001-3.18054E-001-3.36112E-001-4.01069E-002-7.24503E-001-3.95889E+001

2-1.77128E-001-6.29567E-001-3.23487E-001-8.60823E-003-7.98086E-001-2.75171E+001

3-2.92511E-002-4.14355E-001-2.14560E-0016.64891E-002-5.10095E-001-2.40472E+001

4-2.98680E-001-1.02842E-001-2.27186E-0014.66284E-002-4.48150E-001-3.33418E+001

5-1.77582E-001-7.25672E-0021.77172E-002-6.96587E-002-1.80490E-001-1.70677E+002

63.90250E-002-2.64533E-002-6.10991E-0027.56036E-002-6.30319E-002-3.09080E+001

7-2.24431E-0011.30444E-001-9.30665E-0021.53370E-001-2.47356E-001-1.38386E+001

8-4.41038E-0018.43304E-002-1.42503E-0028.47166E-002-4.41424E-001-1.55259E+000

9-5.33765E-0015.31106E-0021.69834E-0019.87143E-002-5.79369E-001-1.64969E+002

101.57292E-001-6.56500E-0011.75399E-0011.93487E-001-6.92695E-0011.16596E+001

11-2.65574E-001-1.10905E+000-8.72260E-002-2.56649E-001-1.11798E+000-5.84271E+000

12-9.56632E-001-3.99440E-001-9.27918E-002-3.84394E-001-9.71679E-001-9.21067E+000

13-9.04363E-001-1.90363E-0015.60759E-0011.17392E-001-1.21212E+000-1.51241E+002

14-4.62245E-001-2.66978E-0016.70410E-0013.12871E-001-1.04209E+000-1.39143E+002

15-7.73772E-003-3.97276E-0015.73147E-0014.02830E-001-8.07844E-0013.56155E+001

16-4.49856E-001-3.20661E-0014.63496E-0018.27173E-002-8.53235E-001-1.38967E+00217-5.17669E-001-2.22195E-0011.36976E-001-1.68466E-001-5.71398E-001-1.58582E+002

18-2.77597E-001-2.77597E-0011.92377E-001-8.52197E-002-4.69974E-001-1.35000E+002

19-3.75242E-002-3.32998E-0011.36976E-0011.62048E-002-3.86727E-0012.14177E+001

20-2.77597E-001-2.77597E-0018.15743E-002-1.96022E-001-3.59171E-001-1.35000E+002

21-2.40409E-002-3.93514E-0013.05586E-002-2.15305E-002-3.96025E-0014.69633E+000

22-4.49856E-001-3.20661E-001-7.53301E-002-2.86024E-001-4.84493E-001-2.46931E+001

23-8.88060E-001-1.94125E-0011.81701E-002-1.93650E-001-8.88535E-001-1.78501E+002

24-4.62245E-001-2.66978E-0011.24059E-001-2.06741E-001-5.22481E-001-1.54101E+002

25-8.13238E-0011.05162E-001-5.26633E-0013.44680E-001-1.05276E+000-2.44565E+001

26-1.05128E-002-7.39647E-001-5.39258E-0012.75849E-001-1.02601E+000-2.79696E+001

274.70674E-001-1.91125E-001-8.48171E-0011.05021E+000-7.70659E-001-3.43438E+001

28-3.32051E-0016.53684E-001-8.35546E-0011.13090E+000-8.09263E-001-2.97324E+001

29-2.00285E-001-9.84042E-001-1.42503E-002-2.00026E-001-9.84301E-001-1.04129E+000

30-3.63209E-001-1.04254E+000-8.06780E-002-3.53759E-001-1.05199E+000-6.68065E+000

31-5.72981E-001-8.98036E-001-6.10991E-002-5.61876E-001-9.09141E-001-1.03014E+001

32-4.10057E-001-8.39533E-0015.32867E-003-4.09991E-001-8.39599E-0017.10744E-001

331.14143E-0019.02478E-0022.19281E-0013.21802E-001-1.17411E-0014.34406E+001

34-2.43604E-0011.13317E+0004.24833E-0011.25371E+000-3.64142E-001-1.64160E+002

35-1.33175E-0011.47321E-0016.87458E-0017.08691E-001-6.94545E-001-1.40765E+002

362.24573E-001-8.95599E-0014.81906E-0014.03357E-001-1.07438E+0002.03546E+001

二．桁架结构

桁架如下图，水平链杆的长度为1000mm,9号和13号杆的长度为1000mm,11号杆的长度为2000mm,在结点1,8分别采用固定铰支座、可动铰支座。

在结点2，5，6施加10000N的竖向作用力，然后分析桁架应力的变化。

先将桁架结构分成13个单元，分别编上号码。

在记事本文件以一定的格式写入代码后，运用MATLAB软件进行应力分析。

（一）桁架计算图示

（二）计算代码

truss

Y.B.X

NNNENMNDIMNENNDN

8131222

NDNLNDPC

330

NODEXY

100

210001000

310000

420000

520002000

630001000

730000

840000

单元结点1结点2材料面积温度

11213140

22513140

35613140

46813140

57813140

64713140

73413140

81313140

93213140

102413140

114513140

124613140

136713140

DOF#SPEDIS

10

20

160

DOF#LOAD

4-10000

10-10000

12-10000

MATEEPNUCTE

12.5e50.270

（三）运算结果

OutputforInputDatafromfiletruss.txt

Y.B.X

Node#X-DisplY-Displ

1-8.5592E-022-7.0586E-006

27.7979E-001-1.3203E+000

31.9108E-001-1.3203E+000

43.8217E-001-1.5377E+000

53.8217E-001-1.2829E+000

6-1.5455E-002-1.3203E+000

75.7325E-001-1.3203E+000

87.6433E-001-7.0586E-006

Elem#Stress

1-6.7558E+001

2-4.5039E+001

3-4.5039E+001

4-6.7558E+001

54.7771E+001

64.7771E+001

74.7771E+001

84.7771E+001

95.5511E-014

10-2.2519E+001

113.1847E+001

12-2.2519E+001

13-5.5511E-014

DOF#Reaction

11.8189E-012

21.5000E+004

161.5000E+004

三.刚架结构

刚架计算简图如下图，在结点4，8，12采用固定支座。

在结点2，5，10施加3000000N的竖向作用力。

然后分析刚架应力的变化。

先将刚架结构分成20个单元，分别编上号码。

在记事本文件以一定的格式写入代码后，运用MATLAB软件进行应力分析。

（一）刚架计算图示

（二）计算代码

frame

Y.B.X

NNNENMNDIMNENNDN

13201223

NDNLNMPC

930

NODE#XY

100

220001000

320000

42000-2000

530000

640002000

740004000

84000-2000

950000

1060001000

1160000

126000-2000

1380000

ELEM#NODE1NODE2MATERAREAINERTEMP

1121314600

2231314600

3341314600

4131314600

5351314600

6571314600

7261314600

8561314600

9671314600

10781314600

11791314600

12691314600

139101314600

1410111314600

1511121314600

169111314600

176101314600

1810131314600

1911131314600

20251314600

DOF#SPEDIS

100

110

120

220

230

240

340

350

360

DOF#LOAD

5-3000000

17-3000000

29-3000000

MATE#EPNUCTE

12.4e50.270

（三）运算结果

OutputforInputDatafromfileframe1.txt

Y.B.X

NODE#X-Displ.Y-Displ.Z-Rot.

1-1.9849E+0027.5635E+001-8.7215E-002

2-1.0212E+002-1.1711E+002-1.0795E-001

3-1.9849E+002-7.8075E+001-6.2164E-002

4-3.2582E-009-1.7024E-0032.9991E-006

5-1.9849E+002-2.1203E+002-1.3286E-001

6-8.5218E-008-3.1847E+0024.1572E-013

7-8.5218E-008-2.4812E+0023.4927E-012

8-3.4602E-020-1.8035E-0031.0866E-016

91.9849E+002-2.1203E+0021.3286E-001

101.0212E+002-1.1711E+0021.0795E-001

111.9849E+002-7.8075E+0016.2164E-002

123.2582E-009-1.7024E-003-2.9991E-006

131.9849E+0027.5635E+0018.7215E-002

DOF#Reaction

105.6301E+000

112.9418E+006

12-5.1825E+003

225.9792E-011

233.1164E+006

24-1.8776E-007

34-5.6301E+000

352.9418E+006

365.1825E+003

MemberEnd-Forces

Member#1

-1.2563E-001-4.1764E-0028.6827E+001

1.2563E-0014.1764E-002-1.8021E+002

Member#2

2.9418E+0061.9556E+0003.1849E+002

-2.9418E+006-1.9556E+0001.6371E+003

Member#3

2.9418E+006-5.6301E+000-6.0777E+003

-2.9418E+0065.6301E+000-5.1825E+003

Member#4

9.3690E-0029.3539E-002-8.6827E+001

-9.3690E-002-9.3539E-0022.7390E+002

Member#5

7.6794E+0006.2976E+0004.1667E+003

-7.6794E+000-6.2976E+0002.1308E+003

Member#6

-2.3995E+005-1.7891E-001-8.3283E+002

2.3995E+0051.7891E-0019.5172E+001

Member#7

-4.3373E+0041.6241E+0001.1206E+003

4.3373E+004-1.6241E+0002.5109E+003

Member#8

2.1689E+0051.1839E+0004.6809E+002

-2.1689E+005-1.1839E+0002.1792E+003

Member#9

-2.6508E+0068.4414E-0116.2260E-008

2.6508E+006-8.4414E-0111.0657E-007

Member#10

3.1164E+006-5.9792E-011-1.7099E-007

-3.1164E+0065.9792E-011-1.8776E