ANSYS仿真分析作业

1、 桥梁结构仿真分析ANSYS作业 桥梁结构仿真分析学 院：姓 名：学 号：指导教师：一、下承式钢管混凝土拱桥，跨径90m。主梁截面布置如下图所示，C50混凝土，吊杆为54根直径7mm钢丝；钢管混凝土拱圈截面如图所示，直径1m、壁厚14mm、内填C50混凝土。吊杆下设置壁厚40cm的混凝土横梁。设计荷载公路I级，4车道。按照杆系结构计算结构在移动荷载作用下的弯矩和剪力包络图。 立面布置（单位：m） 拱圈截面布置主梁截面布置（单位：cm）1、计算模型l1）采用单梁模型；l2）拱圈采用共节点分离模型，单拱轴，钢管、拱轴混凝土和吊杆弹性模量取2倍的各自模量，面积不变；l3）吊杆不考虑初应变。l输出荷载

2、影响矩阵，然后使用MATLAB求解弯矩和剪力包络图（纵桥向最不利加载）。2、计算结果图1-1 主梁弯矩包络图图1-2 主梁剪力包络图3、ANSYS命令流FINISH/CLEAR/TITLE,Concrete-Filled Tube Arch Bridge/PREP7ET,1,82 !辅助单元类型CYL4,0.5,0.5,0.5,0.486 !建立一个环面SMRTSIZE,5 !网格划分AMESH,ALLSECWRITE,STEEL_TUBE,SECT,1 !截面存盘（文件名：STEEL_TUBE；文件拓展名：SECT；单元类型属性：1）SECTYPE,1,BEAM,MESH, !截面类型和ID

3、定义SECOFFSET,CENT, !截面偏移，CENT偏移到质心SECREAD,'STEEL_TUBE','SECT',MESH !读入截面ASEL,ALL !选择所有面ACLEAR,ALLADELE,ALL,1 !将图形及面、线、点全部删除（只保留截面文件）CYL4,0.5,0.5,0.486 !建立一个圆面SMRTSIZE,5AMESH,ALLSECWRITE,CONCRETE,SECT,1SECTYPE,2,BEAM,MESH,SECOFFSET,CENT,SECREAD,'CONCRETE','SECT',MESHASE

4、L,ALLACLEAR,ALLADELE,ALL,1K,1,-9K,2,-9,-0.2K,3,-7,-0.5K,4,-6.5,-1.8K,5,-5,-1.8K,6,-4.5,-0.5K,7,-4,-0.25K,8,4,-0.25K,9,4.5,-0.25K,10,5,-1.8K,11,6.5,-1.8K,12,7,-0.5K,13,9,-0.2K,14,9A,1,2,3,4,5,6,7,8,9,10,11,12,13,14SMRTSIZE,5AMESH,ALLSECWRITE,ZL,SECT,1SECTYPE,3,BEAM,MESH,SECOFFSET,CENT,SECREAD,'ZL

5、','SECT',MESHASEL,ALLACLEAR,ALLADELE,ALL,1ET,1,BEAM44 !钢管材料特性MP,EX,1,2.1E11*2 !弹性模量，单位：PaMP,DENS,1,7800 !密度，单位：kg/立方米MP,PRXY,1,0.3 !泊松比ET,2,BEAM44 !拱轴混凝土材料特性MP,EX,2,3.45E10*2MP,DENS,2,2600MP,PRXY,2,0.1667ET,3,BEAM44 !主梁混凝土材料特性MP,EX,3,3.45E10MP,DENS,3,2600MP,PRXY,3,0.1667ET,4,LINK10 !吊杆材料

6、特性（平行钢丝束）MP,EX,4,1.95E11*2MP,DENS,4,7800MP,PRXY,4,0.3KEYOPT,4,3,0 !选择参数设定，只受拉吊杆!*建立有限元模型*!*定义拱轴线*DIM,x,ARRAY,179 !将顺桥向距离定义为数组*DIM,y,ARRAY,179 !将拱轴高度定义为数组f1=16 !矢高L=90 !跨径*DO,i,1,179,1x(i)=0.5*iy(i)=64/90*x(i)-64/90/90*x(i)*x(i)*enddo!*建立主拱圈*DIM,GZ_NUM,ARRAY,181 !拱轴节点号数组GZ_NUM(1)=1001*DO,i,2,181,1GZ_

7、NUM(i)=GZ_NUM(i-1)+1*ENDDON,GZ_NUM(1),0,0,0 !建立拱轴节点N,GZ_NUM(181),90,0,0*DO,i,2,180,1N,GZ_NUM(i),x(i-1),y(i-1),0*ENDDON,90000,0,16,0 !拱轴参考节点TYPE,1 !单元类型编号MAT,1 !材料类型编号R,1SECNUM,1 !截面编号*DO,i,1,180,1 !生成拱轴单元（钢管）E,GZ_NUM(i),GZ_NUM(i+1),90000*ENDDOCM,ZG_STEEL,ELEMESEL,NONETYPE,2MAT,2R,2SECNUM,2*DO,i,1,18

8、0,1 !生成拱轴单元（混凝土）E,GZ_NUM(i),GZ_NUM(i+1),90000*ENDDOCM,ZG_CONCRETE,ELEMESEL,NONE!*建立主梁*DIM,ZL_NUM,ARRAY,179 !主梁节点号数组ZL_NUM(1)=2002*DO,i,2,179,1ZL_NUM(i)=ZL_NUM(i-1)+1*ENDDO*DO,i,1,179,1N,ZL_NUM(i),x(i),0,0*ENDDOTYPE,3MAT,3R,3 !定义实常数特性REAL,3 !赋予实常数特性SECNUM,3E,1001,2002,90000 !生成主梁单元*DO,i,1,178,1E,ZL_N

9、UM(i),ZL_NUM(i+1),90000 !注意一定要添加这个截面方位参考点，要不然截面方向不对*ENDDOE,2180,1181,90000CM,ZL,ELEMESEL,NONE!*定义吊杆参数*（每根吊杆采用54根7mm钢丝）DG_AREA=54*3.1415926*0.25*0.007*0.007 !吊杆面积TYPE,4mat,4R,4,DG_AREA !定义吊杆实常数REAL,4*DO,i,1,17,1E,1000+i*10+1,2000+i*10+1*ENDDOCM,DG,ELEMESEL,NONEALLSEL!*施加约束*D,1001,UXD,1001,UYD,1001,UZ

10、D,1001,ROTXD,1181,UYD,1181,UZ/ESHAPE,1$EPLOT !显示几何模型! 运行以上程序，有：! 主梁单元编号：361-540! 钢管： 1-180! 混凝土：181-360! 吊杆单元编号：541-557! 对桥梁桥面各节点逐点加载! 在181个节点进行单位荷载加载，共181个荷载步/SOLUANTYPE,0 !定义分析类型：静力分析ACEL,0,0,0TIME,1FDELE,ALL,ALLF,1001,FY,-1000SOLVEK=2*DO,I,2,180,1 TIME,K FDELE,ALL,ALL F,2000+I,FY,-1000 SOLVE K=K+

11、1*ENDDOTIME,181FDELE,ALL,ALLF,1181,FY,-1000SOLVE*DIM,ZL_MZ,ARRAY,181,181!180个单元；181个荷载步*DIM,GZS_MZ,ARRAY,181,181*DIM,GZC_MZ,ARRAY,181,181*DIM,GZ_MZ,ARRAY,181,181*DIM,ZL_QYI,ARRAY,180,181*DIM,ZL_QYJ,ARRAY,180,181*DIM,GZS_QYI,ARRAY,180,181*DIM,GZS_QYJ,ARRAY,180,181*DIM,GZC_QYI,ARRAY,180,181*DIM,GZC_QY

12、J,ARRAY,180,181*DIM,GZ_QYI,ARRAY,180,181*DIM,GZ_QYJ,ARRAY,180,181*DIM,ZLMZ_MAX,ARRAY,181!内力存储矩阵*DIM,ZLMZ_MIN,ARRAY,181*DIM,GZMZ_MAX,ARRAY,181*DIM,GZMZ_MIN,ARRAY,181*DIM,ZLQYI_MAX,ARRAY,180*DIM,ZLQYI_MIN,ARRAY,180*DIM,GZQYI_MAX,ARRAY,180*DIM,GZQYI_MIN,ARRAY,180*DIM,ZLQYJ_MAX,ARRAY,180*DIM,ZLQYJ_MIN,A

13、RRAY,180*DIM,GZQYJ_MAX,ARRAY,180*DIM,GZQYJ_MIN,ARRAY,180!*获取弯矩、剪力影响矩阵*DO,I,1,181,1 /POST1 SET,I!读取第I荷载步的数据 *DO,J,1,180,1 *GET, ZL_MZ(J,I),ELEM,360+J,SMISC,5!荷载值按I，J端分别存储 *GET, GZS_MZ(J,I),ELEM, J,SMISC,5 *GET, GZC_MZ(J,I),ELEM,180+J,SMISC,5 *GET, ZL_QYI(J,I),ELEM,360+J,SMISC,3 *GET, ZL_QYJ(J,I),ELEM

14、,360+J,SMISC,9 *GET,GZS_QYI(J,I),ELEM, J,SMISC,3 *GET,GZS_QYJ(J,I),ELEM, J,SMISC,9 *GET,GZC_QYI(J,I),ELEM,180+J,SMISC,3 *GET,GZC_QYJ(J,I),ELEM,180+J,SMISC,9 GZ_MZ(J,I)=GZS_MZ(J,I)+GZC_MZ(J,I) GZ_QYI(J,I)=GZS_QYI(J,I)+GZC_QYI(J,I) GZ_QYJ(J,I)=GZS_QYJ(J,I)+GZC_QYJ(J,I) *ENDDO *GET, ZL_MZ(181,I),ELEM,5

15、40,SMISC,11 *GET, GZS_MZ(181,I),ELEM,180,SMISC,11 *GET, GZC_MZ(181,I),ELEM,360,SMISC,11 GZ_MZ(181,I)=GZS_MZ(181,I)+GZC_MZ(181,I)*ENDDO!*公路I级汽车活载影响线加载效应计算 !*车道布置：横向四车道，横向折减系数为0.67；跨径小于150m，不需要考虑纵向折减 *!*荷载标准值：PK=360kN,qK=10.5kN/m !*不考虑冲击系数 NN=4PK=360QK=10.5!*弯矩包络图*DIM,AMAX,ARRAY,181*DIM,AMIN,ARRAY,181

16、*DIM,SMAX,ARRAY,181*DIM,SMIN,ARRAY,181!*主梁弯矩包络*DO,I,1,181,1!对第I个节点所在截面 AMAX(I)=0 AMIN(I)=0 SMAX(I)=0 SMIN(I)=0 *DO,J,1,180,1 A=(ZL_MZ(I,J)+ZL_MZ(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=ZL_MZ(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *ENDIF

17、*IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOZLMZ_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 ZLMZ_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO!*拱轴弯矩包络*DO,I,1,181,1 !对第I个节点所在截面 AMAX(I)=0 AMIN(I)=0 SMAX(I)=0 SMIN(I)=0 *DO,J,1,180,1 A=(GZ_MZ(I,J)+GZ_MZ(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE

18、 AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=GZ_MZ(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDO GZMZ_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 GZMZ_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO!*剪力包络图*!*主梁*DO,I,1,180,1!I端剪力 AMAX(I)=0 AMIN(I)=0 S

19、MAX(I)=0 SMIN(I)=0 *DO,J,1,180,1 A=(ZL_QYI(I,J)+ZL_QYI(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=ZL_QYI(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOZLQYI_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4

20、*0.67 ZLQYI_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO*DO,I,1,180,1!J端剪力 AMAX(I)=0 AMIN(I)=0 SMAX(I)=0 SMIN(I)=0 *DO,J,1,180,1 A=(ZL_QYJ(I,J)+ZL_QYJ(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=ZL_QYJ(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *

21、ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOZLQYJ_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 ZLQYJ_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO!*拱轴*DO,I,1,180,1!I端剪力 AMAX(I)=0 AMIN(I)=0 SMAX(I)=0 SMIN(I)=0 *DO,J,1,180,1 A=(GZ_QYI(I,J)+GZ_QYI(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE

22、AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=GZ_QYI(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOGZQYI_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 GZQYI_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO*DO,I,1,180,1!J端剪力 AMAX(I)=0 AMIN(I)=0 SMAX(I)=0 SM

23、IN(I)=0 *DO,J,1,180,1 A=(GZ_QYJ(I,J)+GZ_QYJ(I,J+1)/4 *IF,A,GT,0.0,THEN AMAX(I)=AMAX(I)+A *ELSE AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=GZ_QYJ(I,J) *IF,S,GT,SMAX(I),THEN SMAX(I)=S *ELSE *ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOGZQYJ_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 GZQYJ

24、_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO二、一变截面桥墩，高120m、C50混凝土，墩底和墩顶截面布置如下图所示。要求分析其在自重和墩顶作用竖向集中荷载40000kN下的特征值稳定安全系数和非线性屈曲（初始缺陷为25cm）稳定安全系数（要求给出荷载位移曲线）。（用BEAM189单元）1、计算模型l1）桥墩采用BEAM189单元；l2）截面先定义墩顶和墩底截面，然后使用变截面；l3）墩底固结，墩顶自由。2、计算结果1）弹性稳定分析第一次运行结果：* INDEX OF DATA SETS ON RESULTS FILE * SET TIME/FREQ

25、 LOAD STEP SUBSTEP CUMULATIVE 1 7.0840 1 1 1 2 25.580 1 2 2 3 51.664 1 3 3 4 133.17 1 4 4 5 205.35 1 5 5通过修改轴压力值，反复计算，直至1阶模态系数为1.0000，由计算可知，弹性稳定安全系数为7.0840×0.99756=7.0667。2） 非线性屈曲分析位移曲线如下图：图2-1 荷载位移曲线3、ANSYS命令流FINISH$/CLEAR$/PREP7 !*模型建立*!*定义单元及属性ET,1,BEAM189MP,EX,1,3.45e10 MP,PRXY,1,0.2MP,DENS

26、,1,25!*建立变截面单元SECTYPE,1,BEAM,HREC SECDATA,9,5,0.9,0.9,0.7,0.7 SECTYPE,2,beam,hrecSECDATA,9,3.5,0.9,0.9,0.5,0.5SECTYPE,3,TAPER SECDATA,1,0 SECDATA,2,0,0,120 !*建立几何模型，并划分单元K,1 K,2,120 K,3,50,50 L,1,2LSEL,ALL LATT,1,1,3,3 LESIZE,ALL,200 LMESH,ALL/ESHAPE,1EPLOT!*求解控制*/SOLU ANTYPE,STATIC ACEL,0,0,-9.83 D

27、,1,ALLF,2,FZ,-40000000 PSTRES,ON SOLVE FINISH /SOLU ANTYPE,BUCKLE !求前五个模态BUCOPT,LANB,5 MXPAND,5 OUTRES,ALL,ALL SOLVEFINISH!*第一模态的变形及系数/POST1SET,LIST SET,1,1 PLDISP FINISH/post1set,lastpldispplnsol,u,x,0,1*get,abc,mode,1,freq *get,maxd,plnsol,0,maxupcoord,0.25/maxd,on finish/prep7upgeom,0.1,file,rstf

28、inish /soluantype,static nlgeom,on kbc,0fk,2,fy,-300000nsubst,30 outres,all,all arclen,on,9.8 arctrm,l outress,1solvefinish /post26nsol,2,2,u,xrforce,3,1,f,yPROD,4,2,1000/axlab,x,deflections(mm)/axlab,y,total load(kN)xvar,4plvar,3三、一根钢筋混凝土简支梁，弹性模量23060MPa，如图。跨度3.6576m，截面尺寸为55.25×22.56 cm。配有4根主受

29、拉钢筋，总面积为25.8cm2，但没有任何腹筋。梁的跨中受一集中荷载，破坏荷载为258.1kN（其它参数参见江见鲸钢筋混凝土结构非线性有限元分析p153，陕西科学技术出版社）。结构布置图1、计算模型采用分离式模型，钢筋混凝土分析包括三种单元，分别是混凝土单元SOLID65，钢筋单元LINK8和防止出现应力集中而难以收敛的支座刚性垫块单元SOLID45。为保证较容易的收敛，收敛控制中采用关闭压碎选项，网格密度尽量保证收敛，加载点变集中荷载为局部的均布荷载。为加快就算速度，采用四分之一模型进行计算。图3-1有限元模型图图3-2混凝土本构关系图3-3钢筋本构关系2、计算结果图3-4变形图图3-5钢筋

30、应力图图3-6裂缝和压碎图图3-7荷载-位移曲线3、 ANSYS命令流!分离式模型，不考虑钢筋混凝土滑移FINISH/CLEAR/PREP7!1.定义单元与材料属性ET,1,SOLID65,1ET,2,LINK8et,3,solid45 p0=268100Q0=p0/2/100/228.6MP,EX,1,23275MP,PRXY,1,0.2MP,EX,3,2.0e5MP,PRXY,3,0.3FC=24.5FT=2.45TB,CONCR,1TBDATA,0.5,1,FT,-1TB,MISO,1,11TBPT,0.0002,FC*0.19TBPT,0.0004,FC*0.36TBPT,0.0006

31、,FC*0.51TBPT,0.0008,FC*0.64TBPT,0.0010,FC*0.75TBPT,0.0012,FC*0.84TBPT,0.0014,FC*0.91TBPT,0.0016,FC*0.96TBPT,0.0018,FC*0.99TBPT,0.002,FCTBPT,0.0033,FCmp,ex,2,191435mp,prxy,2,0.3tb,mkin,2 tbtemp,straintbdata,0.00216,0.0058,0.02tbtemp,0tbdata,413.5,662.0,917.0!钢筋的应力应变关系，用 BISO 模型 PI=ACOS(-1)R,1R,2,645r,3 TBPLOT,MISO,1TBPLOT,mkin,2!2.创建几何模型Blc4,228.6,552.5,1829+50wpoffs,1829-50blc4,228.6,-50,100vptn,allWpcsys,-1wpoffs,1829vsbw,allWpcsys,-1wpoffs,1829-50vsbw,allWpcsys,-1Wpoffs,80Wprota,90Vsbw,allWpcsys,-1Wpoffs,146Wpr