瞬态热应力分析例子.txt

瞬态热应力分析例子-在 ansys软件中实现

TBPT,,0.15,fy  
!  
TBTEMP,400 ！400度时的应力-应变关系  
TBPT,,0.420*fy/(0.7*exx),0.420*fy  
TBPT,,0.02,fy  
TBPT,,0.15,fy  
!  
TBTEMP,500 ！500度时的应力-应变关系  
TBPT,,0.360*fy/(0.6*exx),0.360*fy  
TBPT,,0.02,0.780*fy  
TBPT,,0.15,0.780*fy  
!  
TBTEMP,600 ！600度时的应力-应变关系  
TBPT,,0.180*fy/(0.310*exx),0.180*fy  
TBPT,,0.02,0.470*fy  
TBPT,,0.15,0.470*fy  
!  
TBTEMP,700 ！700度时的应力-应变关系  
TBPT,,0.075*fy/(0.130*exx),0.075*fy  
TBPT,,0.02,0.230*fy  
TBPT,,0.15,0.230*fy  
!  
TBTEMP,800 ！800度时的应力-应变关系  
TBPT,,0.050*fy/(0.090*exx),0.050*fy  
TBPT,,0.02,0.110*fy  
TBPT,,0.15,0.110*fy  
!  
TBTEMP,900 ！900度时的应力-应变关系  
TBPT,,0.0375*fy/(0.0675*exx),0.0375*fy  
TBPT,,0.02,0.060*fy  
TBPT,,0.15,0.060*fy  
！------------------------------------------------------------------------------  
！定义梁和柱的截面特性  
！------------------------------------------------------------------------------  
SECTYPE,1,beam,I,column ！定义柱截面为截面类型1  
SECDATA,W_col,W_col,H_col,tf_col,tf_col,tw_col  
SECTYPE,2,beam,I,beam ！定义梁截面为截面类型2  
SECDATA,W_beam,W_beam,H_beam,tf_beam,tf_beam,tw_beam  
！----------------------------------------------------------------------------  
！用梁单元建立框架的剩余部分的模型  
！---------------------------------------------------------------------------  
K,1,,Dis_ver+H_beam*1.5 ！定义生成框架的关键点  
K,2,,2*Dis_ver  
K,3,,3*Dis_ver  
K,4,Dis_hor,Dis_ver+H_beam*1.5  
K,5,Dis_hor,2*Dis_ver  
K,6,Dis_hor,3*Dis_ver  
K,7,Dis_hor+H_col/2,Dis_ver  
K,8,2*Dis_hor  
K,9,2*Dis_hor,Dis_ver  
K,10,2*Dis_hor,2*Dis_ver  
K,11,2*Dis_hor,3*Dis_ver  
K,12,3*Dis_hor  
K,13,3*Dis_hor,Dis_ver  
K,14,3*Dis_hor,2*Dis_ver  
K,15,3*Dis_hor,3*Dis_ver  
!  
K,100,-3,3 ！定义用于确定梁的主轴方向的  
！关键点  
K,200,5,20  
！生成线  
L,1,2 ！线1-10为柱  
L,2,3  
L,4,5  
L,5,6  
L,8,9  
L,9,10  
L,10,11  
L,12,13  
L,13,14  
L,14,15  
L,2,5 ！线11-18为梁  
L,3,6  
L,7,9  
L,5,10  
L,6,11  
L,9,13  
L,10,14  
L,14,15  
！定义线的属性  
LSEL,S,LINE,,1,10,1 ！定义线1-10 （柱）的属性  
LATT,1,,2,,100,,1  
LSEL,ALL  
LSEL,S,LINE,,11,18,1 ！定义线11-18（梁）的属性  
LATT,1,,2,,200,,2  
LSEL,ALL  
！划分单元  
LESIZE,ALL,0.3 ！定义单元尺寸  
LEMESH,ALL ！划分单元  
  
！---------------------------------------------------------------------------  
！建立耦合与约束关系  
！---------------------------------------------------------------------------  
CPINTF,ALL,0.002 ！自动耦合实体模型部分  
！实体模型和线模型之间有三个接口：两个柱端的连接，以及底层中跨的梁左端连接到  
！第二根实体柱的侧面  
！建立关键点1和第一根柱柱端的连接  
！实体模型和线模型之间有三个接口：两个柱端的连接，以及底层中跨的梁左端连接到第二根实体柱的侧面  
！建立关键点1和第一根柱柱端的连接  
N1=NODE(0,Dis_ver+H_beam*1.5,0) ！找到对应于关键点1的节点号  
num=0 ！num用于标记约束方程的编号  
*DO,k,7801,7820,1 ！建立柱端一翼缘节点和节点N1之间绕Z轴转动的约束关系  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N1,UY,-1,N1,ROTZ,-DX  
*ENDDO  
*DO,k,7871,7890,1 ！建立柱端另一翼缘节点和节点N1之间绕Z轴转动的约束关系  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N1,UY,-1,N1,ROTZ,-DX  
*ENDDO  
*DO,k,7821,7869,1 ！建立柱端腹板节点和节点N1之间绕Z轴转动的约束关系  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N1,UY,-1,N1,ROTZ,-DX  
num=num+1  
DX=NX(k+1)  
CE,num,0,k+1,UY,1,N1,UY,-1,N1,ROTZ,-DX  
*ENDDO  
NSEL,S,NODE,,N1 ！耦合节点N1和柱端腹板节点  
！在X方向的位移  
NSEL,A,NODE,,7821,7869,6  
NSEL,A,NODE,,7822,7870,6  
CP,NEXT,UX,ALL  
NSEL,ALL  
！类似地，建立关键点4和第二根柱端的连接  
N4=NODE(Dis_hor,Dis_ver+H_beam*1.5,0)  
*DO,k,17801,17820,1  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N4,UY,-1,N4,ROTZ,-DX  
*ENDDO  
*DO,k,17871,17890,1  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N4,UY,-1,N4,ROTZ,-DX  
*ENDDO  
*DO,k,17821,17869,1  
num=num+1  
DX=NX(k)  
CE,num,0,k,UY,1,N4,UY,-1,N4,ROTZ,-DX  
num=num+1  
DX=NX(k+1)  
CE,num,0,k+1,UY,1,N4,UY,-1,N4,ROTZ,-DX  
*ENDDO  
NSEL,S,NODE,,N4  
NSEL,A,NODE,,17821,17869,6  
NSEL,A,NODE,,17822,17870,6  
CP,NEXT,UX,ALL  
NSEL,ALL  
！建立梁端关键点7和柱侧面的连接  
N7=NODE(Dis_hor+H_col/2,Dis_ver,0) ！对应于关键点7的节点为N7  
*DO,i,16000,16100,100 ！建立梁的上翼缘的转动约束  
*DO,j,81,90,1  
num=num+1  
DY=NY(i+j)-Dis_ver  
CE,num,0,i+j,UX,1,N7,UX,-1, N7,ROTZ,DY  
*ENDDO  
*ENDDO  
*DO,i,17100,17200,100 ！建立梁的下翼缘的转动约束  
*DO,j,81,90,1  
num=num+1  
DY=NY(i+j)-Dis_ver  
CE,num,0,i+j,UX,1,N7,UX,-1, N7,ROTZ,DY  
*ENDDO  
*ENDDO  
NSEL,S,NODE,,N7 ！耦合梁的腹板与柱的侧面沿  
！Y方向的位移  
NSEL,A,NODE,,16285,17085,100  
NSEL,A,NODE,,16286,17086,100  
CP,NEXT,UY,ALL  
NSEL,ALL  
FINISH  
      
/SOLU  
ANTYPE,0 ！静力分析  
TREF,20 ！参考温度为20  
NLGEOM,ON ！设置大变形效应  
！-----------------------------------------------------------------------------  
！施加静力分析荷载与边界条件  
！-----------------------------------------------------------------------------  
NSEL,S,LOC,Y,0 ！所有柱脚固定  
D,ALL,ALL  
NSEL,ALL  
DK,13,UX ！框架右端设水平支撑  
DK,14,UX  
DK,15,UX  
DK,ALL,UZ ！所有梁柱节点处设平面外支撑  
DK,ALL,ROTX ！所有梁柱节点处设扭转约束  
DK,ALL,ROTY  
FK,3,FY,-75500 ！柱顶集中力  
FK,6,FY,-151000  
FK,11,FY,-151000  
FK,15,FY,-75500  
LSEL,S,LINE,,11,18,1 ！对所有线单元施加横梁均布荷载  
ESLL,S  
SFBEAM,ALL,,PRES,25400  
ESEL,ALL  
LSEL,ALL  
NSEL,S,NODE,,20084,30084,100 ！对实体梁在腹板上部施加面均布  
！荷载  
NSEL,A,NODE,,20085,30085,100  
SF,ALL,PRES,25400/tw_beam  
NSEL,ALL  
！----------------------------------------------------------------------------  
！设置时间步长并求解  
！----------------------------------------------------------------------------  
TIME,1 ！第一步常温下的反应分析，时间为1  
DELTIM,0.2 ！初始步长0.2  
SOLVE ！求解  
*DO,tm,60,180,60 ！设置时间从60到180，步长60  
TIME,tm ！当前时间为tm  
LDREAD,TEMP,,,tm,,,RTH ！读入时间tm时的温度分布  
DELTIM,20 ！初始步长20  
SOLVE ！求解  
*ENDDO  
FINISH  
/POST1 ！后处理  
PLNSOL,U,Y ！画出框架的变形和沿Y方向的变形  
FINISH  
/POST26 ！时间后处理  
NSOL,2,25005,U,Y ！定义变量UY-梁的跨中挠度  
NSOL,3,20004,U,X ！定义变量UX-梁的左端伸出长度  
PLVAR,2,3 ！画出以上变量随时间的变化关系  
FINISH