ANSYS仿真作業(yè)

1、 橋梁結(jié)構(gòu)仿真分析ANSYS作業(yè) 橋梁結(jié)構(gòu)仿真分析學 院：姓 名：學 號：指導教師：一、下承式鋼管混凝土拱橋，跨徑90m。主梁截面布置如下圖所示，C50混凝土，吊桿為54根直徑7mm鋼絲；鋼管混凝土拱圈截面如圖所示，直徑1m、壁厚14mm、內(nèi)填C50混凝土。吊桿下設(shè)置壁厚40cm的混凝土橫梁。設(shè)計荷載公路I級，4車道。按照桿系結(jié)構(gòu)計算結(jié)構(gòu)在移動荷載作用下的彎矩和剪力包絡(luò)圖。 立面布置（單位：m） 拱圈截面布置主梁截面布置（單位：cm）1、計算模型l1）采用單梁模型；l2）拱圈采用共節(jié)點分離模型，單拱軸，鋼管、拱軸混凝土和吊桿彈性模量取2倍的各自模量，面積不變；l3）吊桿不考慮初應(yīng)變。l輸出荷載

2、影響矩陣，然后使用MATLAB求解彎矩和剪力包絡(luò)圖（縱橋向最不利加載）。2、計算結(jié)果圖1-1 主梁彎矩包絡(luò)圖圖1-2 主梁剪力包絡(luò)圖3、ANSYS命令流FINISH/CLEAR/TITLE,Concrete-Filled Tube Arch Bridge/PREP7ET,1,82 !輔助單元類型CYL4,0.5,0.5,0.5,0.486 !建立一個環(huán)面SMRTSIZE,5 !網(wǎng)格劃分AMESH,ALLSECWRITE,STEEL_TUBE,SECT,1 !截面存盤（文件名：STEEL_TUBE；文件拓展名：SECT；單元類型屬性：1）SECTYPE,1,BEAM,MESH, !截面類型和ID

3、定義SECOFFSET,CENT, !截面偏移，CENT偏移到質(zhì)心SECREAD,STEEL_TUBE,SECT,MESH !讀入截面ASEL,ALL !選擇所有面ACLEAR,ALLADELE,ALL,1 !將圖形及面、線、點全部刪除（只保留截面文件）CYL4,0.5,0.5,0.486 !建立一個圓面SMRTSIZE,5AMESH,ALLSECWRITE,CONCRETE,SECT,1SECTYPE,2,BEAM,MESH,SECOFFSET,CENT,SECREAD,CONCRETE,SECT,MESHASEL,ALLACLEAR,ALLADELE,ALL,1K,1,-9K,2,-9,-

4、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,SECT,MESHASEL,ALLACLEAR,ALLADELE,ALL,1ET,1,B

5、EAM44 !鋼管材料特性MP,EX,1,2.1E11*2 !彈性模量，單位：PaMP,DENS,1,7800 !密度，單位：kg/立方米MP,PRXY,1,0.3 !泊松比ET,2,BEAM44 !拱軸混凝土材料特性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 !吊桿材料特性（平行鋼絲束）MP,EX,4,1.95E11*2MP,DENS,4,7800MP,PRXY,4,0.3KEYOPT,

6、4,3,0 !選擇參數(shù)設(shè)定，只受拉吊桿!*建立有限元模型*!*定義拱軸線*DIM,x,ARRAY,179 !將順橋向距離定義為數(shù)組*DIM,y,ARRAY,179 !將拱軸高度定義為數(shù)組f1=16 !矢高L=90 !跨徑*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 !拱軸節(jié)點號數(shù)組GZ_NUM(1)=1001*DO,i,2,181,1GZ_NUM(i)=GZ_NUM(i-1)+1*ENDDON,GZ_NUM(1),0,0,0 !建立拱軸節(jié)點N,GZ_NUM(

7、181),90,0,0*DO,i,2,180,1N,GZ_NUM(i),x(i-1),y(i-1),0*ENDDON,90000,0,16,0 !拱軸參考節(jié)點TYPE,1 !單元類型編號MAT,1 !材料類型編號R,1SECNUM,1 !截面編號*DO,i,1,180,1 !生成拱軸單元（鋼管）E,GZ_NUM(i),GZ_NUM(i+1),90000*ENDDOCM,ZG_STEEL,ELEMESEL,NONETYPE,2MAT,2R,2SECNUM,2*DO,i,1,180,1 !生成拱軸單元（混凝土）E,GZ_NUM(i),GZ_NUM(i+1),90000*ENDDOCM,ZG_CON

8、CRETE,ELEMESEL,NONE!*建立主梁*DIM,ZL_NUM,ARRAY,179 !主梁節(jié)點號數(shù)組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 !定義實常數(shù)特性REAL,3 !賦予實常數(shù)特性SECNUM,3E,1001,2002,90000 !生成主梁單元*DO,i,1,178,1E,ZL_NUM(i),ZL_NUM(i+1),90000 !注意一定要添加這個截面方位參考點，要不然截面方向不對*ENDDOE,2

9、180,1181,90000CM,ZL,ELEMESEL,NONE!*定義吊桿參數(shù)*（每根吊桿采用54根7mm鋼絲）DG_AREA=54*3.1415926*0.25*0.007*0.007 !吊桿面積TYPE,4mat,4R,4,DG_AREA !定義吊桿實常數(shù)REAL,4*DO,i,1,17,1E,1000+i*10+1,2000+i*10+1*ENDDOCM,DG,ELEMESEL,NONEALLSEL!*施加約束*D,1001,UXD,1001,UYD,1001,UZD,1001,ROTXD,1181,UYD,1181,UZ/ESHAPE,1$EPLOT !顯示幾何模型! 運行以上程序

10、，有：! 主梁單元編號：361-540! 鋼管： 1-180! 混凝土：181-360! 吊桿單元編號：541-557! 對橋梁橋面各節(jié)點逐點加載! 在181個節(jié)點進行單位荷載加載，共181個荷載步/SOLUANTYPE,0 !定義分析類型：靜力分析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+1*ENDDOTIME,181FDELE,ALL,ALLF,1181,FY,-1000SOLVE*DIM,ZL_MZ,A

11、RRAY,181,181!180個單元；181個荷載步*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_QYJ,ARRAY,180,181*DIM,GZ_QYI,ARRAY,180,181*DIM,GZ_QYJ,ARRAY,18

12、0,181*DIM,ZLMZ_MAX,ARRAY,181!內(nèi)力存儲矩陣*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,ARRAY,180*DIM,GZQYJ_MAX,ARRAY,180*DIM,GZQYJ_MIN,ARRAY,180!*獲取

13、彎矩、剪力影響矩陣*DO,I,1,181,1 /POST1 SET,I!讀取第I荷載步的數(shù)據(jù) *DO,J,1,180,1 *GET, ZL_MZ(J,I),ELEM,360+J,SMISC,5!荷載值按I，J端分別存儲 *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,360+J,SMISC,9 *GET,GZS_QYI(J,I),ELEM, J,SMISC,3 *GET,GZS_QY

14、J(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,540,SMISC,11 *GET, GZS_MZ(181,I),ELEM,180,SMISC,11 *GET, GZC_

15、MZ(181,I),ELEM,360,SMISC,11 GZ_MZ(181,I)=GZS_MZ(181,I)+GZC_MZ(181,I)*ENDDO!*公路I級汽車活載影響線加載效應(yīng)計算 !*車道布置：橫向四車道，橫向折減系數(shù)為0.67；跨徑小于150m，不需要考慮縱向折減 *!*荷載標準值：PK=360kN,qK=10.5kN/m !*不考慮沖擊系數(shù) NN=4PK=360QK=10.5!*彎矩包絡(luò)圖*DIM,AMAX,ARRAY,181*DIM,AMIN,ARRAY,181*DIM,SMAX,ARRAY,181*DIM,SMIN,ARRAY,181!*主梁彎矩包絡(luò)*DO,I,1,181,1!

16、對第I個節(jié)點所在截面 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 *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOZLMZ_MAX(

17、I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 ZLMZ_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO!*拱軸彎矩包絡(luò)*DO,I,1,181,1 !對第I個節(jié)點所在截面 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 AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=GZ_MZ(I,J)

18、*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!*剪力包絡(luò)圖*!*主梁*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=(ZL_QYI(I,J)+ZL_QYI(I,J+1

19、)/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*0.67 ZLQYI_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO*DO,I

20、,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 *ENDIF *IF,S,LT,SMIN(I),THEN SMIN(I)=S *ELSE *ENDIF *ENDDOZLQ

21、YJ_MAX(I)=(AMAX(I)*QK+SMAX(I)*PK)*4*0.67 ZLQYJ_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO!*拱軸*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 AMIN(I)=AMIN(I)+A *ENDIF *ENDDO *DO,J,1,181,1 S=GZ_QYI(I,J)

22、*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 SMIN(I)=0 *DO,J,1,180,1 A=(GZ_QYJ(I,J)+GZ_QYJ(I,J+1)/4 *IF,A,G

23、T,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_MIN(I)=(AMIN(I)*QK+SMIN(I)*PK)*4*0.67*ENDDO二、一變截面橋墩，高120m、C

24、50混凝土，墩底和墩頂截面布置如下圖所示。要求分析其在自重和墩頂作用豎向集中荷載40000kN下的特征值穩(wěn)定安全系數(shù)和非線性屈曲（初始缺陷為25cm）穩(wěn)定安全系數(shù)（要求給出荷載位移曲線）。（用BEAM189單元）1、計算模型l1）橋墩采用BEAM189單元；l2）截面先定義墩頂和墩底截面，然后使用變截面；l3）墩底固結(jié)，墩頂自由。2、計算結(jié)果1）彈性穩(wěn)定分析第一次運行結(jié)果：* INDEX OF DATA SETS ON RESULTS FILE * SET TIME/FREQ LOAD STEP SUBSTEP CUMULATIVE 1 7.0840 1 1 1 2 25.580 1 2 2

25、3 51.664 1 3 3 4 133.17 1 4 4 5 205.35 1 5 5通過修改軸壓力值，反復(fù)計算，直至1階模態(tài)系數(shù)為1.0000，由計算可知，彈性穩(wěn)定安全系數(shù)為7.08400.99756=7.0667。2） 非線性屈曲分析位移曲線如下圖：圖2-1 荷載位移曲線3、ANSYS命令流FINISH$/CLEAR$/PREP7 !*模型建立*!*定義單元及屬性ET,1,BEAM189MP,EX,1,3.45e10 MP,PRXY,1,0.2MP,DENS,1,25!*建立變截面單元SECTYPE,1,BEAM,HREC SECDATA,9,5,0.9,0.9,0.7,0.7 SECT

26、YPE,2,beam,hrecSECDATA,9,3.5,0.9,0.9,0.5,0.5SECTYPE,3,TAPER SECDATA,1,0 SECDATA,2,0,0,120 !*建立幾何模型，并劃分單元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,1,ALLF,2,FZ,-40000000 PSTRES,ON SOLVE FINISH /SOLU ANTYPE,BUCKLE

27、!求前五個模態(tài)BUCOPT,LANB,5 MXPAND,5 OUTRES,ALL,ALL SOLVEFINISH!*第一模態(tài)的變形及系數(shù)/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,rstfinish /soluantype,static nlgeom,on kbc,0fk,2,fy,-300000nsubst,30 o

28、utres,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、一根鋼筋混凝土簡支梁，彈性模量23060MPa，如圖?？缍?.6576m，截面尺寸為55.2522.56 cm。配有4根主受拉鋼筋，總面積為25.8cm2，但沒有任何腹筋。梁的跨中受一集中荷載，破壞荷載為258.1kN（其它參數(shù)參見江見鯨鋼筋混凝土結(jié)構(gòu)非線性有限元分析

29、p153，陜西科學技術(shù)出版社）。結(jié)構(gòu)布置圖1、計算模型采用分離式模型，鋼筋混凝土分析包括三種單元，分別是混凝土單元SOLID65，鋼筋單元LINK8和防止出現(xiàn)應(yīng)力集中而難以收斂的支座剛性墊塊單元SOLID45。為保證較容易的收斂，收斂控制中采用關(guān)閉壓碎選項，網(wǎng)格密度盡量保證收斂，加載點變集中荷載為局部的均布荷載。為加快就算速度，采用四分之一模型進行計算。圖3-1有限元模型圖圖3-2混凝土本構(gòu)關(guān)系圖3-3鋼筋本構(gòu)關(guān)系2、計算結(jié)果圖3-4變形圖圖3-5鋼筋應(yīng)力圖圖3-6裂縫和壓碎圖圖3-7荷載-位移曲線3、 ANSYS命令流!分離式模型，不考慮鋼筋混凝土滑移FINISH/CLEAR/PREP7!1

30、.定義單元與材料屬性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,FC*0.51TBPT,0.0008,FC*0.64TBPT,0.0010,FC*0.75TBPT,0.0012,FC*0.84TBPT,0.

31、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!鋼筋的應(yīng)力應(yīng)變關(guān)系，用 BISO 模型 PI=ACOS(-1)R,1R,2,645r,3 TBPLOT,MISO,1TBPLOT,mkin,2!2.創(chuàng)建幾何模型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,146Wprota,90V