有限元作业西北农林科技大学.docx

1、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 91.运行ANSYS 92.定义单元类型 93.定义材料属性 94.几何模型 95.划分网格 10（三）求解 101.定义分析类型 102.施加约束 103.施加重力 104. 开始求解 10（四）后处理 111.结构变形图 112.位移云图 113.主应力云图 11一

2、平面结构（木板应力分析）木板尺寸为300mm X 300mm X 5mm，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PLATEYang BoxingNN NE NM NDIM NEN NDN25 36 1 2 3 2ND NL NMPC8 4 0NODE# X Y 1 0 02 100 03 200 04 300 05 300 1006 300 200 7 300 3008

3、200 3009 100 30010 0 30011 0 200 12 0 10013 50 5014 150 5015 250 5016 250 15017 250 25018 150 25019 50 25020 50 15021 100 100 22 200 100 23 200 200 24 100 20025 150 150Elem# Node1 Node2 Node3 Material# Thickness TempChange1 1 2 13 1 5 02 1 13 12 1 5 03 13 21 12 1 5 04 2 21 13 1 5 05 2 14 21 1 5 06 2

4、 3 14 1 5 0 7 3 22 14 1 5 08 14 22 21 1 5 09 3 15 22 1 5 010 3 4 15 1 5 011 4 5 15 1 5 012 15 5 22 1 5 013 22 5 16 1 5 014 16 5 6 1 5 015 16 6 23 1 5 016 22 16 23 1 5 017 21 22 25 1 5 018 25 22 23 1 5 019 25 23 24 1 5 020 21 25 24 1 5 021 12 21 20 1 5 022 20 21 24 1 5 023 20 24 11 1 5 024 12 20 11 1

5、 5 025 11 24 19 1 5 026 19 24 9 1 5 027 19 9 10 1 5 028 11 19 10 1 5 029 24 23 18 1 5 030 18 23 8 1 5 031 18 8 9 1 5 032 24 18 9 1 5 033 23 6 17 1 5 034 17 6 7 1 5 035 17 7 8 1 5 036 23 17 8 1 5 0DOF# Specified Displacement1 02 07 08 013 014 019 020 0DOF# Load9 -50016 -50018 -50021 500MAT# E PNU CTE

6、1 30e6 0.25 0（三）运算结果Output for Input Data from file ybx.txtYang BoxingPlane Stress Analysis Node# X-Displ Y-Displ1 -3.6457E-011 -4.5660E-011 2 -1.2235E-006 -3.7328E-006 3 -1.0714E-006 -4.8037E-006 4 5.5811E-012 -5.2663E-011 5 -4.3744E-006 -3.4756E-006 6 1.1298E-006 -3.9803E-006 7 -2.0895E-011 -6.797

7、7E-011 8 5.6666E-007 -8.0484E-006 9 1.7282E-006 -6.9774E-006 10 5.1771E-011 -6.0974E-011 11 3.4706E-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 17 1.4431E-006 -4.3252E-006 18 8.6656E

8、-007 -6.2549E-006 19 9.0951E-007 -2.9741E-006 20 9.6315E-007 -3.5347E-006 21 2.1868E-008 -3.8267E-006 22 -1.5185E-006 -4.1819E-006 23 8.2454E-007 -4.8759E-006 24 6.7212E-007 -4.5207E-006 25 1.3818E-021 -4.1589E-006DOF# Reaction1 1.6041E+002 2 2.0090E+002 7 -2.4557E+001 8 2.3172E+002 13 9.1939E+001 1

9、4 2.9910E+002 19 -2.2779E+002 20 2.6828E+002ELEM# SX SY TXY S1 S2 ANGLE SX-S1 1 -4.46557E-001 -3.18054E-001 -3.36112E-001 -4.01069E-002 -7.24503E-001 -3.95889E+0012 -1.77128E-001 -6.29567E-001 -3.23487E-001 -8.60823E-003 -7.98086E-001 -2.75171E+0013 -2.92511E-002 -4.14355E-001 -2.14560E-001 6.64891E

10、-002 -5.10095E-001 -2.40472E+0014 -2.98680E-001 -1.02842E-001 -2.27186E-001 4.66284E-002 -4.48150E-001 -3.33418E+0015 -1.77582E-001 -7.25672E-002 1.77172E-002 -6.96587E-002 -1.80490E-001 -1.70677E+0026 3.90250E-002 -2.64533E-002 -6.10991E-002 7.56036E-002 -6.30319E-002 -3.09080E+0017 -2.24431E-001 1

11、.30444E-001 -9.30665E-002 1.53370E-001 -2.47356E-001 -1.38386E+0018 -4.41038E-001 8.43304E-002 -1.42503E-002 8.47166E-002 -4.41424E-001 -1.55259E+0009 -5.33765E-001 5.31106E-002 1.69834E-001 9.87143E-002 -5.79369E-001 -1.64969E+00210 1.57292E-001 -6.56500E-001 1.75399E-001 1.93487E-001 -6.92695E-001

12、 1.16596E+00111 -2.65574E-001 -1.10905E+000 -8.72260E-002 -2.56649E-001 -1.11798E+000 -5.84271E+00012 -9.56632E-001 -3.99440E-001 -9.27918E-002 -3.84394E-001 -9.71679E-001 -9.21067E+000 13 -9.04363E-001 -1.90363E-001 5.60759E-001 1.17392E-001 -1.21212E+000 -1.51241E+00214 -4.62245E-001 -2.66978E-001

13、 6.70410E-001 3.12871E-001 -1.04209E+000 -1.39143E+00215 -7.73772E-003 -3.97276E-001 5.73147E-001 4.02830E-001 -8.07844E-001 3.56155E+00116 -4.49856E-001 -3.20661E-001 4.63496E-001 8.27173E-002 -8.53235E-001 -1.38967E+002 17 -5.17669E-001 -2.22195E-001 1.36976E-001 -1.68466E-001 -5.71398E-001 -1.585

14、82E+00218 -2.77597E-001 -2.77597E-001 1.92377E-001 -8.52197E-002 -4.69974E-001 -1.35000E+00219 -3.75242E-002 -3.32998E-001 1.36976E-001 1.62048E-002 -3.86727E-001 2.14177E+00120 -2.77597E-001 -2.77597E-001 8.15743E-002 -1.96022E-001 -3.59171E-001 -1.35000E+00221 -2.40409E-002 -3.93514E-001 3.05586E-

15、002 -2.15305E-002 -3.96025E-001 4.69633E+00022 -4.49856E-001 -3.20661E-001 -7.53301E-002 -2.86024E-001 -4.84493E-001 -2.46931E+00123 -8.88060E-001 -1.94125E-001 1.81701E-002 -1.93650E-001 -8.88535E-001 -1.78501E+00224 -4.62245E-001 -2.66978E-001 1.24059E-001 -2.06741E-001 -5.22481E-001 -1.54101E+002

16、25 -8.13238E-001 1.05162E-001 -5.26633E-001 3.44680E-001 -1.05276E+000 -2.44565E+00126 -1.05128E-002 -7.39647E-001 -5.39258E-001 2.75849E-001 -1.02601E+000 -2.79696E+00127 4.70674E-001 -1.91125E-001 -8.48171E-001 1.05021E+000 -7.70659E-001 -3.43438E+00128 -3.32051E-001 6.53684E-001 -8.35546E-001 1.1

17、3090E+000 -8.09263E-001 -2.97324E+00129 -2.00285E-001 -9.84042E-001 -1.42503E-002 -2.00026E-001 -9.84301E-001 -1.04129E+00030 -3.63209E-001 -1.04254E+000 -8.06780E-002 -3.53759E-001 -1.05199E+000 -6.68065E+00031 -5.72981E-001 -8.98036E-001 -6.10991E-002 -5.61876E-001 -9.09141E-001 -1.03014E+00132 -4

18、.10057E-001 -8.39533E-001 5.32867E-003 -4.09991E-001 -8.39599E-001 7.10744E-00133 1.14143E-001 9.02478E-002 2.19281E-001 3.21802E-001 -1.17411E-001 4.34406E+00134 -2.43604E-001 1.13317E+000 4.24833E-001 1.25371E+000 -3.64142E-001 -1.64160E+00235 -1.33175E-001 1.47321E-001 6.87458E-001 7.08691E-001 -

19、6.94545E-001 -1.40765E+00236 2.24573E-001 -8.95599E-001 4.81906E-001 4.03357E-001 -1.07438E+000 2.03546E+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trus

20、sY.B.XNN NE NM NDIM NEN NDN8 13 1 2 2 2ND NL NDPC3 3 0NODE X Y1 0 0 2 1000 10003 1000 04 2000 05 2000 20006 3000 10007 3000 08 4000 0单元 结点1 结点2 材料 面积 温度 1 1 2 1 314 02 2 5 1 314 03 5 6 1 314 04 6 8 1 314 05 7 8 1 314 06 4 7 1 314 07 3 4 1 314 08 1 3 1 314 09 3 2 1 314 010 2 4 1 314 011 4 5 1 314 012

21、 4 6 1 314 013 6 7 1 314 0DOF# SPEDIS1 02 016 0DOF# LOAD4 -1000010 -1000012 -10000MATE E PNU CTE1 2.5e5 0.27 0（三）运算结果Output for Input Data from file truss.txtY.B.XNode# X-Displ Y-Displ 1 -8.5592E-022 -7.0586E-006 2 7.7979E-001 -1.3203E+000 3 1.9108E-001 -1.3203E+000 4 3.8217E-001 -1.5377E+000 5 3.82

22、17E-001 -1.2829E+000 6 -1.5455E-002 -1.3203E+000 7 5.7325E-001 -1.3203E+000 8 7.6433E-001 -7.0586E-006Elem# Stress1 -6.7558E+001 2 -4.5039E+001 3 -4.5039E+001 4 -6.7558E+001 5 4.7771E+001 6 4.7771E+001 7 4.7771E+001 8 4.7771E+001 9 5.5511E-014 10 -2.2519E+001 11 3.1847E+001 12 -2.2519E+001 13 -5.551

23、1E-014 DOF# Reaction1 1.8189E-012 2 1.5000E+004 16 1.5000E+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frameY.B.XNN NE NM NDIM NEN NDN13 20 1 2 2 3ND NL NMPC9 3 0NODE# X Y1 0 02 2000 10003 2000 04 2

24、000 -20005 3000 06 4000 20007 4000 40008 4000 -20009 5000 010 6000 100011 6000 012 6000 -200013 8000 0ELEM# NODE1 NODE2 MATER AREA INER TEMP1 1 2 1 314 60 02 2 3 1 314 60 03 3 4 1 314 60 04 1 3 1 314 60 05 3 5 1 314 60 06 5 7 1 314 60 07 2 6 1 314 60 08 5 6 1 314 60 09 6 7 1 314 60 0 10 7 8 1 314 60

25、 011 7 9 1 314 60 012 6 9 1 314 60 013 9 10 1 314 60 014 10 11 1 314 60 015 11 12 1 314 60 016 9 11 1 314 60 017 6 10 1 314 60 018 10 13 1 314 60 0 19 11 13 1 314 60 020 2 5 1 314 60 0DOF# SPEDIS10 011 012 022 023 024 034 035 036 0DOF# LOAD5 -300000017 -300000029 -3000000MATE# E PNU CTE1 2.4e5 0.27

26、0（三）运算结果Output for Input Data from file frame1.txtY.B.X NODE# X-Displ. Y-Displ. Z-Rot. 1 -1.9849E+002 7.5635E+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-003 2.9991E-006 5 -1.9849E+002 -2.1203E+002 -1.3286E-001 6 -8.5218E

27、-008 -3.1847E+002 4.1572E-013 7 -8.5218E-008 -2.4812E+002 3.4927E-012 8 -3.4602E-020 -1.8035E-003 1.0866E-016 9 1.9849E+002 -2.1203E+002 1.3286E-001 10 1.0212E+002 -1.1711E+002 1.0795E-001 11 1.9849E+002 -7.8075E+001 6.2164E-002 12 3.2582E-009 -1.7024E-003 -2.9991E-006 13 1.9849E+002 7.5635E+001 8.7

28、215E-002 DOF# Reaction 10 5.6301E+000 11 2.9418E+006 12 -5.1825E+003 22 5.9792E-011 23 3.1164E+006 24 -1.8776E-007 34 -5.6301E+000 35 2.9418E+006 36 5.1825E+003Member End-ForcesMember # 1 -1.2563E-001 -4.1764E-002 8.6827E+001 1.2563E-001 4.1764E-002 -1.8021E+002 Member # 2 2.9418E+006 1.9556E+000 3.

29、1849E+002 -2.9418E+006 -1.9556E+000 1.6371E+003 Member # 3 2.9418E+006 -5.6301E+000 -6.0777E+003 -2.9418E+006 5.6301E+000 -5.1825E+003 Member # 4 9.3690E-002 9.3539E-002 -8.6827E+001 -9.3690E-002 -9.3539E-002 2.7390E+002 Member # 5 7.6794E+000 6.2976E+000 4.1667E+003 -7.6794E+000 -6.2976E+000 2.1308

30、E+003 Member # 6 -2.3995E+005 -1.7891E-001 -8.3283E+002 2.3995E+005 1.7891E-001 9.5172E+001 Member # 7 -4.3373E+004 1.6241E+000 1.1206E+003 4.3373E+004 -1.6241E+000 2.5109E+003 Member # 8 2.1689E+005 1.1839E+000 4.6809E+002 -2.1689E+005 -1.1839E+000 2.1792E+003 Member # 9 -2.6508E+006 8.4414E-011 6.2260E-008 2.6508E+006 -8.4414E-011 1.0657E-007Member # 10 3.1164E+006 -5.9792E-011 -1.7099E-007 -3.1164E+006 5.9792E-011 -1.8776E