ANSYS在结构中 的仿真模拟与分析.docx

1 楼层浇筑过程仿真分析/PREP7!定义单元类型、实常数、截面参数ET,1,BEAM188ET,2,SHELL63MP,EX,1,3.25E10 !定义 C40 混泥土材料属性MP,PRXY,1,0.17MP,DENS,1,2800MP,EX,2,3.0E10 !定义 C30 混泥土材料属性MP,PRXY,2,0.17MP,DENS,2,2800MP,EX,3,3.0E10MP,PRXY,3,0.167MP,DENS,3,2800SECTYPE,1,BEAM,RECT !框架柱截面特性，设定为矩形截面梁SECDATE,1,1 ！梁宽 1，高 1SECTYPE,2,BEAM,RECT !外框架梁截面特性SECDATA,0.3,0.5SECTYPE,3,BEAM,RECT !内框架梁截面特性SECDATA,0.4,0.7SECTYPE,4,BEAM,RECT !次梁截面特性SECDATE,0.2,0.4R,2,0.2R,3,0.3!建模K,3000,22,8,72k,4000,1000K,!定义楼板及外墙厚度!定义筒体单元实常数K,12,44KFILL,1,12KGEN,5,1,12,4KGEN,11,1,60,3!建立框架柱模型*DO,I,1,541,60L,I,I+60*ENDDOLGEN,3,1,10,1,8,2LGEN,2,1,30,1,16,48LGEN,2,1,10,1,8,24LGEN,2,21,30,1,8,24LGEN,2,1,80,1,28,7LATT,1,1,4000,1LESIZE,ALL,2LMESH,ALLLSEL,U,ALL!建立外环梁模型L,61,65L,65,89L,89,92L,92,68L,68,72L,72,120L,120,109L,109,61LGEN,10,161,168,1,3,60LATT,1,1,4000,2LESIZE,ALL,2LMESH,ALLLSEL,U,ALL!建立内框架梁模型L,63,111L,85,89L,89,113L,70,118L,92,96L,92,116LGEN,10,241,246,1,3,60LATT,1,1,3000,3LESIZE,ALL,2LMESH,ALLLSEL,U,ALL！建立次梁模型L,62,110L,64,112L,69,117L,71,119L,97,108L,73,77L,80,84L,90,102L,91,103LGEN,10,301,309,1,3,60LATT1,1,3000,4LESIZE,ALL,2LMESH,ALLALLS!建立楼层板模型*DO,I,61,64A,I,I+1,I+13,I+12*ENDDOAGEN,4,1,4,1,4,12*DO,I,68,71,1A,I,I+1,I+13,I+12*ENDDOAGEN,4,17,20,1,4,12*DO,I,89,91,1A,I,I+1,I+13,I+12*ENDDOAGEN,10,1,35,1,3,60A,653,656,644,641AATT,2,2,2AESIZE,ALL,2AMESH,ALLASEL,U,ALL!建立外墙模型并划分网格*DO,I,61,64,1A,I,I+1,I+61,I+60*ENDDO*DO,I,89,91,1A,I,I+1,I+61,I+60*ENDDO*DO,I,68,71,1A,I,I+1,I+61,I+60*ENDDO*DO,I,109,112,1A,I,I+1,I+61,I+60*ENDDO*DO,I,116,119,1A,I,I+1,I+61,I+60*ENDDO*DO,I,61,97,12A,I,I+12,I+72,I+60*ENDDO*DO,I,65,77,12A,I,I+12,I+72,I+60*ENDDO*DO,I,68,80,12A,I,I+12,I+72,I+60*ENDDO*DO,I,72,108,12A,I,I+12,I+72,I+60*ENDDOAGEN,9,352,382,3,60AATT,3,2,2AESIZE,ALL,2AMESH,ALLASEL,U,ALL!建立筒体模型A,53,56,656,653A,41,44,644,641AATT,1,3,2ESIZE,1,0MSHAPE,0,2DMSHKEY,1AMESH,ALLASEL,U,1A,41,53,653,641A,44,56,656,644AATT,1,3,2ESIZE,1,0MSHAPE,0,2DMSHKEY,1AMESH,ALLNUMMRG,ALLNUMCMP,ALLALLSELSAVEFINISH!至此，模型已经全建立完毕！进入求解模块/SOLUANtYPE,STATICDELTIM,0.1,0.05,0.2AUTOTS,ONNLGEOM,ONPRED,ONLNSRCH,ONNSEL,S,LOC,Z,0D,ALL,ALLACEL,10!开始施工过程的模拟ESEL,ALLEKILL,ALLESEL,ALLNSEL,ALLD,ALL,ALL!首先修建柱子和梁，同事再修建楼板！将柱、梁和楼板所属的单元激活，并删除其全部约束ESEL,S,TYPE,1NSLE,SNSEL,R,LOC,Z,0,3ESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSESEL,S,MAT,2NSLE,SNSEL,R,LOC,Z,0,3ESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSNSEL,R,LOC,Z,0D,ALL,ALLNSEL,ALLESEL,ALLSOLVE!激活第二至第十层的柱、梁和楼板单元*DO,I,2,10,1ESEL,S,TYPE,1NSLE,SNSEL,R,LOC,Z,3*(I-1),3*IESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSESEL,S,MAT,2NSLE,SNSEL,R,LOC,Z,3*(I-1),3*IESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLNSEL,ALLESEL,ALLSOLVE*ENDDO!至此，梁、柱和楼板施工完毕!以下进行外墙及隔墙的施工ESEL,S,MAT,3NSLE,SNSEL,R,LOC,Z,0,3ESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSESEL,S,MAT,1NSLE,SNSEL,R,LOC,Z,0,3ESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSNSEL,S,LOC,Z,0DDELE,ALL,ALLNSEL,ALLESEL,ALLSOLVE!激活第二至第十层的墙面单元*DO,I,2,10,1ESEL,S,MAT,3NSLE,SNSEL,R,LOC,Z,3*(I-1),3*IESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLALLSESEL,S,MAT,1NSLE,SNSEL,R,LOC,Z,3*(I-1),3*IESLN,R,1EALIVE,ALLNSLE,SDDELE,ALL,ALLNSEL,ALLESEL,ALLSOLVE*ENDDOFINISH!求解过程结束!进入通用后处理器查看结果/POST1PLNSOL,U,XPLNSOL,U,yPLNSOL,U,zPLNSOL,S,XPLNSOL,S,YPLNSOL,S,Z!查看柱子和梁的轴力，剪力和弯矩ESEL,S,TYPE,1 ETABLE,IF,SMISC,1 ETABLE,JF,SMISC,7 ETABLE,II,SMISC,2 ETABLE,JI,SMISC,8 ETABLE,IM,SMISC,6 ETABLE,JM,SMISC,12PLETAB,IF,NOAVPLETAB,JF,NOAVPLETAB,II,NOAVPLETAB,JI,NOAVPLETAB,IM,NOAVPLETAB,JM,NOAVFINISH!定义轴力单元列表 1!定义轴力单元列表 2!定义剪力单元列表 1!定义剪力单元列表 2!定义弯矩单元列表 1!定义弯矩单元列表 2!显示轴力单元列表 1!显示轴力单元列表 2!显示剪力单元列表 1!显示剪力单元列表 2!显示弯矩单元列表 1!显示弯矩单元列表 22.斜拉桥三维仿真分析/filname,cable-stayed bridge,1keyw,pr_struc,1/prep7!定义单元类型et,1,beam4et,2,link10!定义材料属性mp,ex,1,3.5e10mp,prxy,1,0.17mp,dens,1,2500mp,ex,2,10e15mp,prxy,2,0mp,dens,2,0mp,ex,3,1.9e10mp,prxy,3,0.25mp,dens,3,1200mp,damp,3,0.5!定义实常数!定义实常数r,1,25.6,5.46,546.133,16,1.6r,2,16,29.417,15.394,3.4,4.7r,3,54,364.5,162,6,9r,4,40,213.3,83.3,5,8r,5,1,1/12,1/12,1,1r,6,0.012,0.012 !索的!创建节点和单元!建立主梁节点/view,1,1,1,1/angle,1,270,xm,0/replot*do,i,1,59 x=-174*2+(i-1)*6 y1=-14y2=14n,3*(i-1)+1,xn,3*(i-1)+2,x,y1n,3*i,x,y2*enddo!此循环用于建立主梁的半跨节点!最左端 x=174*2， x=0 左边的节点 x 坐标值，间距为 6!桥面宽 28 米，故左边节点为-14!桥面宽 28 米，故右边节点为-14!建立主梁节点 3* (i-1) +1 为节点号!以下两行建立桥面两边节点!能想出这种建模命令的绝对是编程高手，哈哈!完全可以先建立端部的三个节点，然后用这三个节点在 x方向上复制 59 份，间距为 6!建立主梁单元type,1real,1mat,1*do,i,1,58,1j=3*(i-1)+1e,j,j+3*enddo!建立鱼刺刚横梁type,1real,5mat,2*do,i,1,59,1j=3*(i-1)+1!以下循环建立建立桥面中线主梁单元!以下循环用于建立桥面鱼刺横梁的节点j1=3*(i-1)+2j2=3*ie,j,j1e,j,j2*enddo!建立半跨主塔i=59*3 !变量用于记录桥面的节点数， 即至此已经建立了 59*3 个节点了，用于指导以后设定节点的编号n,i+1,-174,-10,-30 !以下两行记录塔脚节点n,i+2,-174,10,-30n,i+3,-174,-15 !以下两行用于建立与桥面齐高的主塔节点n,i+4,-174,15*do,j,1,5,1 !以下循环用于建立索塔在桥面以上的节点k=i+4+jn,k,-174,0,60+(j-1)*18*enddo!建立下索塔单元type,1real,4mat,1e,i+1,i+3 !以下用于建立主塔在桥面以下的两根塔柱单元e,i+2,i+4!建立中索塔单元type,1real,3mat,1e,i+3,i+5e,i+4,i+5!建立上索塔单元type,1real,2mat,1*do,j,1,4,1k=i+4+je,k,k+1*enddo!以下用于建立倒 Y 分叉点到桥面间的两根塔柱单元!以下用于建立倒 Y 分叉点以上的塔柱单元!建立与塔的倒 Y 分叉点链接的索单元type,2real,6mat,3e,i+5,89e,i+5,90!建立主塔倒 Y 分叉点以上第一个张拉点连接的索单元*do,j,1,8,1!此循环用于建立主塔倒 Y 分叉点以上第一个张拉点连接的所有索单元，共 32 个e,i+6,89+3*je,i+6,89-3*je,i+6,90+3*je,i+6,90-3*j*enddo!建立与主塔的其他三个张拉点连接的单元*do,k,1,3,1*do,j,1,7,1e,i+6+k,113+(k-1)*21+3*je,i+6+k,65-(k-1)*21-3*je,i+6+k,114+(k-1)*21+3*je,i+6+k,66-(k-1)*21-3*j*enddo*enddo!生成全桥模型节点i=i+9nsym,x,i,allesym,i,allnummrg,all!建立索塔连接横梁单元type,1real,5mat,2j=ii=i-9n,1000,-174e,1000,i+3e,1000,i+4n,2000,174e,2000,i+3+j!一共有 28 个索单元连接在每个张拉点上!记录半跨的所有节点数!用映射法直接建立另半跨节点!用映射法直接建立另半跨单元!合并所有节点和单元e,2000,i+4+j!施加主塔的四个脚上的全约束nsel,s,loc,z,-30d,all,allallsel!在左桥端施加 y,z 约束 nsel,s,loc,x,-348nsel,r,loc,y,0!仅给左端主梁施加约束d,all,uyd,all,uzallsel!在右桥端施加 y 约束 nsel,s,loc,x,348nsel,r,loc,y,0!仅给右端主梁施加约束d,all,uyallselnumcmp,all!施加重力场acel,9.8!耦合节点 ,耦合跨中由于对称而重复的单元节点以及两主塔上塔横梁和主梁的重合 节点，cpintf,uycpintf,uzcpintf,rotxcpintf,rotz!成桥状态的确定!静力的初步计算!直接进行静力计算/solusolvefinish!得到最大位移为 1.288m，由于偏差太大需要重新计算(与事实不符) !修改实常数后重新计算：令 r,6,0.012,0.012,即给索以预应变 0.012/solu !为了将计算应力用于下面的动力分析，这里打开预应力和集中质量设置开关lumpm,onpstres,onsolvefinish!求得最大位移为 0.0329m，说明已经达到成桥状态要求,(与事实不符)!模态分析!分析设置/soluantype,2!MODOPT,LANB,20!EQSLV,SPARMXPAND,10, , ,0LUMPM,1PSTRES,1MODOPT,LANB,20,0,100, ,OFFUPCOORD,1,ON !更新模型计算坐标， 目的是为了将预应力效应准确的应用能够到模态分析上来!分析设置完毕solvefinish!激励耦合分析!恢复成桥静力计算结果RESUME, cable-stayedbridge,db, !路径： utility menufileresume jobname.db!生成地震激励向量， 将记事本格式的地震波数据调入到工作目录下,并执行以下命令 *DIM,aay1,ARRAY,2,50,1*DIM,aaz1,ARRAY,2,50,1*CREATE,ansuitmp*VREAD,aay1(1,1),tjx,txt, ,50(e9.3,e11.3)*END/INPUT,ansuitmp*CREATE,ansuitmp*VREAD,aaz1(1,1),tjy,txt, ,50(e9.3,e11.3)*END/INPUT,ansuitmp!输入车辆激励波， Z=1000*cos(10*t).车子跨越一个单元的时间为 0.1 秒(速度 216 公里/小时)，全桥共 696 米，历时 11.6 秒，纵向共 116 个单元， 117 个节点n=117*dim,fcar,array,n*do,i,1,n,1写入数据tt=(i-1)*0.1fcar(i)=1000*cos(10*tt)*enddo!定义向量维数!定义车载荷向量!以下循环为生成车载荷数据， 即向 “far”阵中!输入风载荷激励 p=50*sin(1.5*t)。由于梁长 6 米，高 3 米，故每个节点的受力可表 示为：*dim,fwind,array,n,n*do,i,1,n,1tt=(i-1)*0.1!定义风荷载向量， *注意要与车辆荷载步即时间相等!按不同时刻，每一次都是给列赋值，即各节点赋予荷载值，第 a 行第 b 列表示第b 时刻第 a 个节点的荷载值p=50*sin(1.5*tt)fwind(1,i)=3*3*p !两端的每根梁的面积为 6*3，两个节点上所受的力应为一半面积与压力的乘积： 3*3*p*do,j,1,n-2fwind(j+1,i)=6*3*p !中间的每根梁的面积为 6*3，两个节点上所受的力应为两个相 邻梁各一半面积与压力的乘积： 6*3*p*enddofwind(n,i)=3*3*p*enddo!加载步耦合!由于瞬态分析是以荷载步为阶段来求解的，所以应该将 117 个载荷步分别写入荷载 文件中finish !完成上一阶段的设置/config,nres,2000 !设置最大子步数为 2000/soluantype,transtrnopt,fullm=n!定义分析类型为瞬态!求解方式为完全法!m 变量表示向量的需要存储的时间点数 m=n=117*do,i,1,m,1time,i*0.1auto,offdeltim,0.05kbc,0outres,basic cnvtol,f,0.01 !施加地震激励!总循环开始，开始激励的耦合循环!给每个载荷步文件设置结束点时间!关闭自动时间步选项!设置子步求解的时间间隔!选择 ramped 选项!选择基本结果输出!选择力收敛准则，容差为 0.01*if,i,le,50,then !如果 i 小于等于 50 (le 为 little equal to)acel,-aay1(2,i),10-aaz1(2,i) !其中最后一项为重力加速度与地震竖向加速度的差值*elseacel,0,0,10*endif!施加移动载荷激励*if,i,eq,1,then !如果力作用在最左端的主梁上时，单独定义施加的载荷，目的为 了以下删除载荷的语句可以使用nsel,s,loc,x,-174*2nsel,r,loc,y,0nsel,r,loc,z,0f,all,fz,-fcar(i)allsel*else !如果力不是作用在最左端时nsel,s,loc,x,-174*2+i*6nsel,r,loc,y,0nsel,r,loc,z,0f,all,fz,-fcar(i)allselnsel,s,loc,x,-174*2+(i-1)*6nsel,r,loc,y,0nsel,r,loc,z,0fdele,all,fzallsel*endif!选择受力节点施加载荷!删除前一节点上的载荷!施加风载荷, (子循环)*do,j,1,m,1nsel,s,loc,y,-14 !选择有风作用一侧的节点nsel,r,loc,x,-174*2+(j-1)*6f,all,fy,fwind(j,i) !给所选节点施加载荷allsel*enddolswrite,i !写数据到载荷步文件 i*enddo !总循环结束lssolve,1,m,13.用ANSYS 对钢筋混凝土梁进行计算模拟!分离式模型FINISH/CLEAR/PREP7 !1.定义单元与材料属性 ET,1,SOLID65,1 ET,2,LINK8MP,EX,1,13585MP,PRXY,1,0.2FC=14.3FT=1.43TB,CONCR,1 TBDATA,0.5,0.95,FT,-1TB,KINH,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,0.0014,FC*0.91TBPT,0.0016,FC*0.96TBPT,0.0018,FC*0.99TBPT,0.002,FCTBPT,0.0033,FC*0.85MP,EX,2,2.0E5MP,PRXY,2,0.3TB,BISO,2TBDATA,300,0!混凝土材料的初始弹模以及泊松比!混凝土单轴抗压强度和单轴抗拉强度!定义混凝土材料及相关参数，关闭压碎 !定义混凝土应力应变曲线，用 KINH 模型!钢筋材料的初始弹模以及泊松比!钢筋的应力应变关系，用 BISO 模型PI=ACOS(-1)R,1R,2,0.25*PI*22*22R,3,0.25*PI*10*10TBPLOT,MISO,1TBPLOT,BISO,2!2.创建几何模型BLC4,150,300,2000*DO,I,1,19WPOFF,100VSBW,ALL*ENDDOWPCSYS,-1WPOFF,950VSBW,ALLWPOFF,100VSBW,ALLWPCSYS,-1WPROTA,-90WPOFF,30VSBW,ALLWPOFF,240VSBW,ALLWPCSYS,-1WPOFF,30WPROTA,90VSBW,ALLWPOFF,45VSBW,ALLWPOFF,45VSBW,ALLWPCSYS,-1!3.划分钢筋网格ELEMSIZ=50LSEL,S,LOC,X,30LSEL,R,LOC,Y,30LATT,2,2,2LESIZE,ALL,ELEMSIZLMESH,ALL!混凝土材料的数据表绘图!钢筋材料的数据表绘图!切出箍筋位置!切出拟加载面!网格尺寸变量，设置为 50mmLSEL,S,LOC,X,75LSEL,R,LOC,Y,30LATT,2,2,2LESIZE,ALL,ELEMSIZLMESH,ALLLSEL,S,LOC,X,120LSEL,R,LOC,Y,30LATT,2,2,2LESIZE,ALL,ELEMSIZLMESH,ALLLSEL,S,LOC,X,30LSEL,R,LOC,Y,270LATT,2,3,2LESIZE,ALL,ELEMSIZLMESH,ALLLSEL,S,LOC,X,120LSEL,R,LOC,Y,270LATT,2,3,2LESIZE,ALL,ELEMSIZLMESH,ALLLSEL,S,TAN1,ZLSEL,R,LOC,Y,30,270LSEL,R,LOC,X,30,120LSEL,U,LOC,X,75LSEL,U,LOC,Z,0LSEL,U,LOC,Z,2000LSEL,U,LOC,Z,950LSEL,U,LOC,Z,1050LATT,2,3,2LESIZE,ALL,ELEMSIZLMESH,ALLLSEL,ALL!4.划分混凝土网格VATT,1,1,1MSHKEY,1ESIZE,ELEMSIZVMESH,ALLALLSEL,ALL!5.施加荷载和约束LSEL,S,LOC,Y,0LSEL,R,LOC,Z,100DL,ALL,UYLSEL,S,LOC,Y,0LSEL,R,LOC,Z,1900DL,ALL,UYDK,KP(0,0,100),UX,UZDK,KP(0,0,1900),UXP0=180000Q0=P0/150/100ASEL,S,LOC,Z,950,1050ASEL,R,LOC,Y,300SFA,ALL,1,PRES,Q0ALLSEL,ALLFINISH!6.求解控制设置与求解/SOLUANTYPE,0NSUBST,60OUTRES,ALL,ALLAUTOS,ONNEQIT,20CNVTOL,U,0.15ALLSEL,ALLSOLVEFINISH!7.进入 POST1 查看结果 /POST1SET,LASTPLDISP,1ESEL,S,TYPE,2ETABLE,SAXL,LS,1PLLS,SAXL,SAXL!设定最后荷载步，查看变形!绘制钢筋应力图ESEL,S,TYPE,1/DEVICE,VECTOR,ONPLCRACK,1,1!绘制裂缝和压碎图4.排水管道仿真分析/PREP7!定义单元类型，实常数和材料参数ET,1,SOLID45ET,2,LINK8R,1,137.4E-6,2.5E-4MP,EX,1,4E10MP,PRXY,1,0.17MP,DENS,1,2500MP,EX,2,2.0E11MP,PRXY,2,0.3MP,DENS,2,7800!创建模型CSYS,1N,1,0.58N,2,0.63N,3,0.7NGEN,2,3,1,3,1,0,18,0,1NGEN,2,6,1,6,1,0,0,0.05,1!创建管道单元TYPE,1MAT,1E,1,2,5,4,7,8,11,10E,2,3,6,5,8,9,12,11EPLOTEGEN,20,12,1,2,1,18,NUMMRG,ALLNUMCMP,ALLEGEN,120,120,1,40,1,0.05NUMMRG,ALLNUMCMP,ALL!创建钢筋单元TYPE,2MAT,2!创建 19 根箍筋*DIM,NONE,ARRAY,21*DO,I,1,19*DO,J,1,21NSEL,S,LOC,X,0.63NSEL,R,LOC,Z,0.3*INSEL,R,LOC,Y,18*(J-1)*GET,NONE(J),NODE,NUM,MAX*ENDDO*DO,J,1,20E,NONE(J),NONE(J+1)*ENDDO*ENDDO!创建 10 根纵筋单元*DIM,NTWO,ARRAY,121*DO,I,1,10*DO,J,1,121NSEL,S,LOC,X,0.63NSEL,R,LOC,Y,36*(I-1)NSEL,R,LOC,Z,0.05*(J-1)*GET,NTWO(J),NODE,NUM,MAX*ENDDO*DO,J,1,120E,NTWO(J),NTWO(J+1)*ENDDO*ENDDONUMMRG,ALLNUMCMP,ALL/SOLUANTYPE,0NSEL,S,LOC,Z,0,0.3NSEL,R,LOC,X,0.7D,ALL,ALLNSEL,S,LOC,Z,5.7,6NSEL,R,LOC,X,0.7D,ALL,ALLALLSELNSEL,S,LOC,X,0.58SF,ALL,PRES,1E5ALLSELNSEL,S,LOC,Y,0,180NSEL,R,LOC,X,0.7SF,ALL,PRES,3E5CSYS,0ACEL,10ALLSELSOLVE/POST1CSYS,1PLNSOL,U,XPLNSOL,U,YPLNSOL,U,ZPLNSOL,U,SUMPLNSOL,S,XPLNSOL,S,YPLNSOL,S,1PLNSOL,S,35.钢筋混凝土板!在四个角点增加钢性垫片，在中心点处直接施加-2mm，压碎关闭计算完毕/clear,nostart/config,nres,5000/prep7!定义单元类型et,1,solid65 !混凝土单元et,2,solid45keyopt,1,6,3keyopt,1,5,1*afun,degR,1,2,0.01,90,0,2,0.01,0,0 !整体模型，实常数!定义材料属性mp,ex,1,24000 !混凝土材料属性mp,prxy,1,0.2tb,conc,1,1,9tbdata,0.35,1,3.1125,-1mp,ex,2,2e5 !纵向受拉钢筋，钢支座材料属性mp,prxy,2,0.25tb,bkin,2,1,2,1tbdata,360,20000blc4,1000,1000,100blc4,100,100,-50wpoff,1000,0,0blc4,-100,100,-50wpoff,0,1000,0blc4,-100,-100,-50wpoff,-1000,0,0blc4,100,-100,-50/view,1,1,1,1/ANG,1,240,ZS,1/replot/REP,FASTlsel,s,loc,z,50lesize,all,2lsel,alllsel,s,loc,x,500lesize,all,20lsel,alllsel,s,loc,y,500lesize,all,20vsel,s,loc,z,50vmesh,alltype,2mat,2lsel,s,loc,z,-25lesize,all,1lsel,alllsel,s,loc,z,-50lesize,all,2vsel,s,loc,z,-25vmesh,allnummrg,allnumcmp,allfini/soluasel,s,loc,z,