最新ANSYS公路隧道二次衬砌受力分析.doc

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1、精品资料ANSYS公路隧道二次衬砌受力分析.课 程 设 计 任 务 书题 目 公路隧道二次衬砌受力分析 一、设计的目的 学会利用ANSYS的功能分析隧道二次衬砌等一些相对复杂的结构，使对ANSYS的操作更加娴熟，更好的投入实际应用。 二、设计的内容及要求设计内容：某高速公路隧道，采用矿山法施工，隧道V级围岩中。其围岩埋深为21.173m，隧道内断面轮廓如下图，采用C30混凝土，厚度为50cm。做出内力图，列出各单元内力值。二衬荷载按照计算荷载的30%计算，并保留三位小数操作步骤： 1.1 指定工作文件名。执行“开始程序ANSYSANSYS Product Launcher”菜单命令创建Job

2、Name为Mechanical analysis on permanent lining of tunnel in Express-way1.2 定义分析标题执行“Utility MenuFileChange Title”菜单命令，在对话框中输入“Mechanical analysis on permanent lining of tunnel in Express-way”Main Menupreferencers在弹出的菜单选择structural.1.3定义单元类型执行“Main MenuPreprocessElement TypeAdd/Edit/Delete”然后执行：addbeam

3、2D elastic 3OK；再AddCOMBINSpring-damper14OK关闭窗口。1.4定义单元实常数执行Main MenuPreprocessorReal ConstantsAdd/Edit/DeleteaddokType 1 BEAM3 OKReal Constant Set No.栏中输入1，在AREA栏输入0.5在IZZ(惯性矩)栏输入0.5*0.5*0.5*/12HEIGHT(高度)栏输入0.5Apply;同理定义弹簧实常数k，100e6。1.5定义材料属性1、 执行：Main MenuPreprocessorMaterial propsMaterial ModelsSt

4、ructuralLinearElasticIsotropic在弹性模量EX栏输入30e9在PRXY栏输入0.2OK，再点击Density，DENS栏输入2500 执行“MeterialNew Modle”，单击OK，双击Isotropic，在EX栏填写1E9，在PRXY栏填写0.35，单击OK，双击Density，在DENS栏填写1800，单击OK，关闭对话框；1.6定义截面属性Main MenuPreprocessorsectionsBeamCommon sectionsB中输入,1在H中输入0.5ok1.7建立几何模型 执行：Main MenupreprocessorModelingCre

5、ateKeypointsin active CS依次输入坐标点1（0,0）点击Apply,如此依次输入，2（-3.34，0），3（3.34,0），4（0,11.37），点击OK。 执行命令circle,1,5.65circle,2,2.52 circle,3,2.52 circle,4,14.25 circle,1,6.65 circle,2,3.52 circle,3,3.52 circle,4,15.25生成八个圆。 执行Modeling operatebooleansoverlay然后根据需要两根线搭接生成关键点。 执行Modelingdeletelines only选择不需要的线点击A

6、pplyOK. 执行PlotCtrlsSymbolsLDIR Line将off打变为onOK. 执行Modelingmove/modifyreverse Normolsof lineson打变为yesOK.1.8划分单元GUI执行：MainCMenupreprocessorMeshingMesh toolElement Attributes选择linesset选择L1、L2、L6、L10、L9、L11、L12、L8的8段ApplyOK; Size Controlslinesset选择L3、L4、L1、L2的4段Apply在NDIV输入16OK；同理分别选择L5、L6、L7、L8、L10、L14

7、、L12、L16输入2；L9、L11、L13、L15输入10；点击OK，点击Mesh,点击Pick All.1.9生成弹簧执行：PlotCtrlsNumbering勾选Node number为on执行：Main MenuPreprocessorModelingCreatEelementElem Attributes选择所有都为第二项OK。执行：Main MenuPreprocessorModelingCreatEelementAuto Numberedthru Nodes然后相应节点相连接，即生成弹簧单元。执行Meshingclear选中外面的线点击OK。执行Modelingdeletelin

8、es only选择不需要的线点击ApplyOK.2.0加约束，荷载(1)执行：MainMenusolutionDefine LoadsApplyStructuralDisplacementon nodes在弹簧末端施加UX、UY方向约束;(2) 执行F,17,fx,-1396.85fy,-123119F,16,fx,-2809.83fy,-121337F,15,fx,-4253.78fy,-118387F,14,fx,-5741.03fy,-114297F,13,fx,-7280.22fy,-109106F,12,fx,-8875.4fy,-102865F,11,fx,-10525.2fy,-

9、95632.5F,10,fx,-12222.4fy,-87479.3F,9,fx,-13953.5fy,-78483.6F,8,fx,-15699fy,-68732F,7,fx,-17433.5fy,-58318.6F,6,fx,-19126.1fy,-47343.4F,5,fx,-20741.8fy,-35912.4F,4,fx,-22241.9fy,-24135.5F,3,fx,-23585.9fy,-12126.1F,1,fx,-27049.8fy,0F,72,fx,-30500.5fy,0F,71,fx,-25909.2fy,0F,109,fx,-18697.7fy,0F,99,fx,

10、-12293.4fy,0F,108,fx,-7808.54fy,0F,107,fx,-7028.54fy,0F,106,fx,-6218.13fy,0F,105,fx,-5380.78fy,0F,104,fx,-4520.12fy,0F,103,fx,-3639.86fy,0F,102,fx,-2743.81fy,0F,101,fx,-1835.85fy,0F,100,fx,-992.454fy,0F,2,fx,0fy,-123714F,19,fx,1396.846fy,-123119F,20,fx,2809.825fy,-121337F,21,fx,4253.781fy,-118387F,2

11、2,fx,5741.026fy,-114297F,23,fx,7280.218fy,-109106F,24,fx,8875.395fy,-102865F,25,fx,10525.21fy,-95632.5F,26,fx,12222.4fy,-87479.3F,27,fx,13953.54fy,-78483.6F,28,fx,15699.04fy,-68732F,29,fx,17433.46fy,-58318.6F,30,fx,19126.09fy,-47343.4F,31,fx,20741.76fy,-35912.4F,32,fx,22241.93fy,-24135.5F,33,fx,2358

12、5.93fy,-12126.1F,18,fx,27049.78fy,0F,74,fx,30500.54fy,0F,73,fx,25909.15fy,0F,86,fx,18697.68fy,0F,75,fx,12293.39fy,0F,77,fx,7808.54fy,0F,78,fx,7028.54fy,0F,79,fx,6218.125fy,0F,80,fx,5380.782fy,0F,81,fx,4520.12fy,0F,82,fx,3639.859fy,0F,83,fx,2743.807fy,0F,84,fx,1835.849fy,0F,85,fx,992.4544fy,0 (3) 自重荷

13、载MainMenusolutionDefine LoadsApplyStructuralInertiaGravityGlobalACELY栏中输入10OK2.1求解GUI执行：MainMenusolutionsolvecurrent LSok，得到一个计算结果。2.2计算变形图。执行：select entities 选择Elements和 Reselect，选择衬砌。单击OK。执行；Plotctrls stylesize and shapeDisplay of element勾选为On执行：MainMenuGeaneral postprocPlot resultDeformed shape得出

14、变形图。执行：File Report Generator-Append,生成一个抓图工具，抓取变形图。2.3定义轴力、剪力、弯矩GUI执行：MainMenuGeaneral postproc Element tableDfine tableaddBy sequence num定义轴力在lab栏中输入INSMISC,1Apply；在lab栏中输入INSMISC,7Apply；同理定义剪力IQ、JQ,分别对应SMISC,2、SMISC,8；同理定义弯矩IM、JM，分别对应SMISC,6、SMISC,12。2.4分别绘制出轴力、剪力、弯矩图(1) 执行：MainMenuGeaneral postpr

15、ocPlot Resultscontor plotline elem resLabI选择1,LabJ选择7OK得出了轴力图。(2) 执行：MainMenuGeaneral postprocPlot Resultscontor plotline elem resLabI选择2,LabJ选择8OK得出了剪力图。(3) 执行：MainMenuGeaneral postprocPlot Resultscontor plotline elem resLabI选择6,LabJ选择12，Fact栏中输入-1OK得出了弯矩图。若受力图不对，则可能是因为上部弹簧受拉造成。则执行命令nropt,full,alls

16、eloutres,all,all再执行：solutionload step optsotherDirth&deathkirl element选择上面相对称的弹簧OK。再执行上面操作查看内力图，直到满足要求为止。得到图形如下：受力图：变形图：轴力图：剪力图：弯矩图：再执行列表显示单元的轴力、剪力、弯矩：执行“Main MenuGeneral PostprocList ResultsElem Table Data”，在对话框中选择IN、JN、IQ、JQ、IM、JM，单击OK，即得各个单元轴力、剪力、弯矩，见后附表 PRINT ELEMENT TABLE ITEMS PER ELEMENT * PO

17、ST1 ELEMENT TABLE LISTING * STAT PREVIOUS PREVIOUS PREVIOUS PREVIOUS PREVIOUS PREVIOUS ELEM IN JN IQ JQ IM JM 1 -0.34069E+06-0.33376E+06 9648.6 9308.6 7533.6 2278.1 2 -0.32359E+06-0.31673E+06 -943.05 -1960.0 2278.1 3082.9 3 -0.29772E+06-0.29100E+06 -5066.2 -6750.3 3082.9 6358.8 4 -0.26319E+06-0.2566

18、6E+06 -4940.1 -7275.0 6358.8 9745.3 5 -0.22068E+06-0.21441E+06 -2457.5 -5420.8 9745.3 11929. 6 -0.17137E+06-0.16542E+06 962.90 -2600.2 11929. 12383. 7 -0.11685E+06-0.11128E+06 4375.3 246.62 12383. 11102. 8 -59036. -53900. 7229.6 2575.2 11102. 8383.8 9 -39.589 4614.9 9269.3 4133.9 8383.8 4668.0 10 57

19、926. 62055. 10433. 4866.0 4668.0 426.65 11 0.11265E+06 0.11622E+06 10774. 4829.4 426.65 -3899.2 12 0.16203E+06 0.16499E+06 10405. 4139.6 -3899.2 -7931.4 13 0.20414E+06 0.20648E+06 9458.4 2932.7 -7931.4 -11367. 14 0.23735E+06 0.23903E+06 8068.7 1345.6 -11367. -13977. 15 0.26035E+06 0.26137E+06 6362.5

20、 -493.28 -13977. -15604. 16 0.27226E+06 0.27260E+06 4457.6 -2464.9 -15604. -16156. 17 0.27260E+06 0.27226E+06 2464.9 -4457.6 -16156. -15604. 18 0.26137E+06 0.26035E+06 493.28 -6362.5 -15604. -13977. 19 0.23903E+06 0.23735E+06 -1345.6 -8068.7 -13977. -11367. 20 0.20648E+06 0.20414E+06 -2932.7 -9458.4

21、 -11367. -7931.4 21 0.16499E+06 0.16203E+06 -4139.6 -10405. -7931.4 -3899.2 22 0.11622E+06 0.11265E+06 -4829.4 -10774. -3899.2 426.65 23 62055. 57926. -4866.0 -10433. 426.65 4668.0 24 4614.9 -39.590 -4133.9 -9269.3 4668.0 8383.8 25 -53900. -59036. -2575.2 -7229.6 8383.8 11102. 26 -0.11128E+06-0.1168

22、5E+06 -246.62 -4375.3 11102. 12383. 27 -0.16542E+06-0.17137E+06 2600.2 -962.90 12383. 11929. 28 -0.21441E+06-0.22068E+06 5420.8 2457.5 11929. 9745.3 29 -0.25666E+06-0.26319E+06 7275.0 4940.1 9745.3 6358.8 30 -0.29100E+06-0.29772E+06 6750.3 5066.2 6358.8 3082.9 31 -0.31673E+06-0.32359E+06 1960.0 943.

23、05 3082.9 2278.1 32 -0.33376E+06-0.34069E+06 -9308.6 -9648.6 2278.1 7533.6 69 -0.36463E+06-0.35656E+06 62454. 63876. 67470. 26030. 70 -0.35117E+06-0.34298E+06 27955. 28432. 26030. 7533.6 71 -0.34298E+06-0.35117E+06 -28432. -27955. 7533.6 26030. 72 -0.35656E+06-0.36463E+06 -63876. -62454. 26030. 6747

24、0. 73 -0.38257E+06-0.38455E+06 96649. 0.10247E+06 38327. -10609. 74 -0.39728E+06-0.39905E+06 47427. 53309. -10609. -35367. 75 -0.41015E+06-0.41172E+06 13575. 19515. -35367. -43499. 76 -0.42121E+06-0.42258E+06 -7160.6 -1170.1 -43499. -41452. 77 -0.43057E+06-0.43173E+06 -17811. -11777. -41452. -34180.

25、 * POST1 ELEMENT TABLE LISTING * STAT PREVIOUS PREVIOUS PREVIOUS PREVIOUS PREVIOUS PREVIOUS ELEM IN JN IQ JQ IM JM 78 -0.43833E+06-0.43928E+06 -21374. -15304. -34180. -25166. 79 -0.44455E+06-0.44529E+06 -20381. -14281. -25166. -16647. 80 -0.44926E+06-0.44979E+06 -16724. -10602. -16647. -9931.0 81 -0

26、.45244E+06-0.45276E+06 -11672. -5536.4 -9931.0 -5701.6 82 -0.45416E+06-0.45427E+06 -5997.9 145.41 -5701.6 -4263.3 83 -0.38438E+06-0.38943E+06 31135. 34916. 67470. 50804. 84 -0.39682E+06-0.40102E+06 22368. 27079. 50804. 38327. 97 -0.45427E+06-0.45416E+06 -145.41 5997.9 -4263.3 -5701.6 98 -0.45276E+06

27、-0.45244E+06 5536.4 11672. -5701.6 -9931.0 99 -0.44979E+06-0.44926E+06 10602. 16724. -9931.0 -16647. 100 -0.44529E+06-0.44455E+06 14281. 20381. -16647. -25166. 101 -0.43928E+06-0.43833E+06 15304. 21374. -25166. -34180. 102 -0.43173E+06-0.43057E+06 11777. 17811. -34180. -41452. 103 -0.42258E+06-0.421

28、21E+06 1170.1 7160.6 -41452. -43499. 104 -0.41172E+06-0.41015E+06 -19515. -13575. -43499. -35367. 105 -0.39905E+06-0.39728E+06 -53309. -47427. -35367. -10609. 106 -0.38455E+06-0.38257E+06-0.10247E+06 -96649. -10609. 38327. 107 -0.40102E+06-0.39682E+06 -27079. -22368. 38327. 50804. 108 -0.38943E+06-0.38438E+06 -34916. -31135. 50804. 67470. MINIMUM VALUES ELEM 97 82 106 106 76 75 VALUE -0.45427E+06-0.45427E+06-0.10247E+06 -96649. -43499. -43499. MAXIMUM VALUES ELEM 17 16 73 73 83 72 VALUE 0.27260E+06 0.27260E+06 96649. 0.10247E+06 67470. 67470.