ANSYS房屋框架结构模型命令流APDL

!******************** 提示********************************************第一步：建立框架结构模型第二步：框架结构施加重力荷载第三步：框架结构施加活荷载第四步：框架结构施加风荷载第五步：框架结构荷载组合运算第六步：框架结构模态分析第七步：框架结构屈曲特征值分析第八步：框架结构地震时程弹性分析第九步：结束采用地震波时间文件为:TIME.TXT采用地震波文件分别为:AC_X.TXT/AC_.YTXTFINISH/CLEAR/FILENAME,FRAME_SHEAR_WALL/TITLE,FRAME_SHEAR_WALL!**************************************************************************!************************ 第一步********************************************!******************** 框架结构建模型 ***************************************/PREP7采用单位为N/m/S国际单位制定义单元类型ET,1,BEAM4ET,2,SHELL63定义实常数R,1,0.25,0.0052,0.0052,0.5,0.5R,2,0.2025,0.0034,0.0034,0.45,0.45R,3,0.06,0.0002,0.00045,0.3,0.2R,4,0.25,0.25,0.25,0.25R,5,0.1,0.1,0.1,0.1定义材料参数MP,EX,1,3.0E10MP,NUXY,1,0.2MP,DENS,1,2500关键点*DO,II,1,1K, 1+(II-1)*20, 0, 0, (II-1)*6K,2+(II-1)*20,6,0,(II-1)*6K,3+(II-1)*20,12,0,(II-1)*6K,4+(II-1)*20,17,0,(II-1)*6K,5+(II-1)*20,0,5,(II-1)*6K,6+(II-1)*20,6,5,(II-1)*6K,7+(II-1)*20,12,5,(II-1)*6K,8+(II-1)*20,17,5,(II-1)*6K,9+(II-1)*20,0,10,(II-1)*6K,10+(II-1)*20,6,10,(II-1)*6K,11+(II-1)*20,12,10,(II-1)*6K,12+(II-1)*20,17,10,(II-1)*6K,14+(II-1)*20,6,1.875,(II-1)*6K,16+(II-1)*20,6,3.125,(II-1)*6K,18+(II-1)*20,6,1.875,3.9K,20+(II-1)*20,6,3.125,3.9*ENDDO*DO,II,1,10K,1+II*20,0,0,(II-1)*3+6K,2+II*20,6,0,(II-1)*3+6K,3+II*20,12,0,(II-1)*3+6K,4+II*20,17,0,(II-1)*3+6K,5+II*20,0,5,(II-1)*3+6K,6+II*20,6,5,(II-1)*3+6K,7+II*20,12,5,(II-1)*3+6K,8+II*20,17,5,(II-1)*3+6K,9+II*20,0,10,(II-1)*3+6K,10+II*20,6,10,(II-1)*3+6K,11+II*20,12,10,(II-1)*3+6K,12+II*20,17,10,(II-1)*3+6K,13+II*20,0,1.875,(II-1)*3+6K,14+II*20,6,1.875,(II-1)*3+6K,15+II*20,0,3.125,(II-1)*3+6K,16+II*20,6,3.125,(II-1)*3+6K,17+II*20,0,1.875,(II-1)*3+6+1.5K,18+II*20,6,1.875,(II-1)*3+6+2K,19+II*20,0,3.125,(II-1)*3+6+1.5K,20+II*20,6,3.125,(II-1)*3+6+2*ENDDO*DO,II,11,11K,1+II*20,0,0,(II-1)*3+6K,2+II*20,6,0,(II-1)*3+6K,3+II*20,12,0,(II-1)*3+6K,4+II*20,17,0,(II-1)*3+6K,5+II*20,0,5,(II-1)*3+6K,6+II*20,6,5,(II-1)*3+6K,7+II*20,12,5,(II-1)*3+6K,8+II*20,17,5,(II-1)*3+6K,9+II*20,0,10,(II-1)*3+6K,10+II*20,6,10,(II-1)*3+6K,11+II*20,12,10,(II-1)*3+6K,12+II*20,17,10,(II-1)*3+6K,13+II*20,0,1.875,(II-1)*3+6K,14+II*20,6,1.875,(II-1)*3+6K,15+II*20,0,3.125,(II-1)*3+6K,16+II*20,6,3.125,(II-1)*3+6K,17+II*20,0,1.875,(II-1)*3+6+1.8K,18+II*20,6,1.875,(II-1)*3+6+2.5K,19+II*20,0,3.125,(II-1)*3+6+1.8K,20+II*20,6,3.125,(II-1)*3+6+2.5*ENDDO*DO,II,12,12K,1+II*20,0,0,39.5K,2+II*20,6,0,39.5K,3+II*20,12,0,39.5K,4+II*20,17,0,39.5K,5+II*20,0,5,39.5K,6+II*20,6,5,39.5K,7+II*20,12,5,39.5K,8+II*20,17,5,39.5K,9+II*20,0,10,39.5K,10+II*20,6,10,39.5K,11+II*20,12,10,39.5K,12+II*20,17,10,39.5*ENDDO*DO,II,2,13L, (II-1)*20+1,L, (II-1)*20+2,L, (II-1)*20+3,L, (II-1)*20+5,L, (II-1)*20+6,L, (II-1)*20+7,L, (II-1)*20+9,L, (II-1)*20+10,L, (II-1)*20+11,L, (II-1)*20+5,L, (II-1)*20+6,L, (II-1)*20+3,L, (II-1)*20+7,

(II-1)*20+2(II-1)*20+3(II-1)*20+4(II-1)*20+6(II-1)*20+7(II-1)*20+8(II-1)*20+10(II-1)*20+11(II-1)*20+12(II-1)*20+9(II-1)*20+10(II-1)*20+7(II-1)*20+11L,(II-1)*20+4,(II-1)*20+8L,(II-1)*20+8,(II-1)*20+12*ENDDO*DO,II,1,12L,(II-1)*20+1,II*20+1L,(II-1)*20+2,II*20+2L,(II-1)*20+3,II*20+3L,(II-1)*20+4,II*20+4L,(II-1)*20+5,II*20+5L,(II-1)*20+6,II*20+6L,(II-1)*20+7,II*20+7L,(II-1)*20+8,II*20+8L,(II-1)*20+9,II*20+9L,(II-1)*20+10,II*20+10L,(II-1)*20+11,II*20+11L,(II-1)*20+12,II*20+12*ENDDO*DO,II,1,1L,(II-1)*20+14,(II-1)*20+18L,(II-1)*20+16,(II-1)*20+20*ENDDO*DO,II,2,12L,(II-1)*20+13,(II-1)*20+17L,(II-1)*20+15,(II-1)*20+19L,(II-1)*20+14,(II-1)*20+18L,(II-1)*20+16,(II-1)*20+20*ENDDOA,1,21,25,5*DO,II,2,12A,(II-1)*20+1,II*20+1,II*20+5,(II-1)*20+5,(II-1)*20+15,(II-1)*20+19,(II-1)*20+17,(II-1)*20+13*ENDDO*DO,II,1,12A,(II-1)*20+2,II*20+2,II*20+6,(II-1)*20+6,(II-1)*20+16,(II-1)*20+20,(II-1)*20+18,(II-1)*20+14*ENDDO*DO,II,1,12A,II*20+1,II*20+2,II*20+6,II*20+5A,II*20+2,II*20+3,II*20+7,II*20+6A,II*20+3,II*20+4,II*20+8,II*20+7A,II*20+5,II*20+6,II*20+10,II*20+9A,II*20+6,II*20+7,II*20+11,II*20+10A,II*20+7,II*20+8,II*20+12,II*20+11*ENDDO立柱网格划分LSEL,S,,,181,192 !底层立柱LATT,1,1,1LESIZE,ALL,,,10LMESH,ALLLSEL,S,,,192,324

!2～12

层立柱LATT,1,2,1LESIZE,ALL,,,5LMESH,ALL!梁网格划分LSEL,S,,,1,180LATT,1,3,1,LESIZE,ALL,,,8LMESH,ALL剪力墙网格划分LSEL,S,,,372 !外剪力墙两端、内剪力墙顶端LSEL,A,,,413LSEL,A,,,461LESIZE,ALL,,,8LSEL,s,,,418 !内剪力墙底端LSEL,A,,,420LESIZE,ALL,,,3LSEL,s,,,325 !内剪力墙底端内侧LSEL,A,,,326LESIZE,ALL,,,6LSEL,S,,,375 !剪力墙空洞顶部LSEL,A,,,379LSEL,A,,,383LSEL,A,,,387LSEL,A,,,391LSEL,A,,,395LSEL,A,,,399LSEL,A,,,403LSEL,A,,,407LSEL,A,,,411LSEL,A,,,415LSEL,A,,,419LSEL,A,,,423LSEL,A,,,427LSEL,A,,,431LSEL,A,,,435LSEL,A,,,439LSEL,A,,,443LSEL,A,,,447LSEL,A,,,451LSEL,A,,,455LSEL,A,,,459LSEL,A,,,463LESIZE,ALL,,,2剪力墙网格划分ASEL,S,,,1,24AATT,1,4,2AMESH,ALL楼板网格划分ASEL,S,,,25,96AATT,1,5,2AMESH,ALLNSEL,S,LOC,Z,0 ！选取模型底端节点D,ALL,ALL ！施加位移约束ALLSEL,ALL ！重新选取所有节点/eshape,1.0/VIEW,1,1,1,1/ANG,1,270,XM,0/REPlotFINISH!**************************************************************************!************************!********************

第二步********************************************框架结构施加重力荷载 *********************************框架结构施加重力荷载FINISH/SOLUANTYPE,STATICNSEL,S,LOC,Z,0 ！选取模型底端节点D,ALL,ALL ！施加位移约束ALLSEL,ALL ！重新选取所有节点ACEL,0,0,9.8SOLVEFINISH/POST1SET,FIRSTPLNSOL,U,Z,0,1FINISH!**************************************************************************!************************ 第三步********************************************!************* 框架结构施加楼面活荷载 D=3KN/M^2*****************************!框架结构施加楼面活荷载 D=3KN/M^2FINISH/SOLUANTYPE,STATICNSEL,S,LOC,Z,0 ！选取模型底端节点D,ALL,ALL ！施加位移约束ALLSEL,ALL ！重新选取所有节点ACEL,0,0,9.8SOLVEFINISH/POST1SET,FIRSTPLNSOL,U,Z,0,1FINISH!**************************************************************************!************************ 第四步********************************************!***********框架结构施加风荷载(基本风压=0.25KN/M^2,体形系数为1.0**********!框架结构施加风荷载(先Y方向，后X方向）分两次分别施加FINISH/SOLUANTYPE,STATIC*DIM,LOAD_1,ARRAY,12LOAD_1(1)=3.78,2.16,2.39,2.57,2.72,2.84,2.95,3.17,3.20,3.29,3.39,3.51*DIM,LOAD_2,ARRAY,12LOAD_2(1)=7.56,4.32,4.78,5.14,5.44,5.68,5.90,6.34,6.40,6.58,6.76,7.02*DIM,LOAD_3,ARRAY,12LOAD_3(1)=6.93,3.96,4.38,4.71,4.99,5.21,5.41,5.81,5.87,6.03,6.20,6.44*DIM,LOAD_4,ARRAY,12LOAD_4(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_A,ARRAY,12LOAD_A(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_B,ARRAY,12LOAD_B(1)=6.30,3.60,3.98,4.28,4.54,4.74,4.92,5.28,5.34,5.48,5.64,5.86*DIM,LOAD_C,ARRAY,12LOAD_C(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DO,II,1,12FK,1+20*II,FY,LOAD_1(II)*ENDDO*DO,II,1,12FK,2+20*II,FY,LOAD_2(II)*ENDDO*DO,II,1,12FK,3+20*II,FY,LOAD_3(II)*ENDDO*DO,II,1,12FK,4+20*II,FY,LOAD_4(II)*ENDDOSOLVEFKDELE,ALL,ALL !第二次施加风荷载 ,删除第一次的。风有方向性*DO,II,1,12FK,1+20*II,FX,LOAD_A(II)*ENDDO*DO,II,1,12FK,5+20*II,FX,LOAD_B(II)*ENDDO*DO,II,1,12FK,9+20*II,FX,LOAD_C(II)*ENDDOSOLVEFINISH/POST1SET,FIRSTPLNSOL,U,Y,0,1SET,NEXT,PLNSOL,U,X,0,1FINISH!**************************************************************************!************************!************************

第五步********************************************框架结构荷载组合计算 ********************************!框架结构荷载组合计算

(1.D+L+WIND_X;2.D+L+WIND_Y)!**************************************************************************!************************!*******************

第六步********************************************框架结构模态分析 **************************************!框架结构模态分析FINISH/SOLUANTYPE,MODALMODOPT,LANB,6MODOPT,LANB,6,0,0,,OFFSOLVEFINISH/POST1SET,LISTSET,FIRSTPLDISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0FINISH!**************************************************************************!************************ 第七步********************************************!**************** 框架结构特征值屈曲分析 ***********************************框架结构特征值屈曲分析FINISH/SOLUANTYPE,0EQSLV,SPARPSTRES,ONSOLVEFINISH/SOLUANTYPE,1BUCOPT,LANB,6,0,0MXPAND,6,0,0,1,0.001,SOLVEFINISH/POST1SET,LISTSET,FIRSTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2FINISH!**************************************************************************!************************ 第八步********************************************!**************** 框架结构地震时程分析 *************************************框架结构地震时程分析FINISH*SET,NT,150*DIM,TIME,,NT*DIM,AC_X,,NT*DIM,AC_Y,,NT*CREATE,time*VREAD,TIME,'TIME','txt','',1,,,,,,(F6.2)*END/INPUT,time*CREATE,ac_x*VREAD,AC_X,'AC_X','txt','',1,,,,,,(E10.3)*END/INPUT,ac_x*CREATE,ac_y*VREAD,AC_Y,'AC_Y','txt','',1,,,,,,(E10.3)*END/INPUT,ac_y！分析选项设置与求解/SOLU ！进入求解器ANTYPE,TRANS ！定义分析类型NSUBST,1,,,1 ！定义荷载子步数*DO,II,1,NT！施加加速度荷载ACEL,AC_X(II),AC_Y(II)TIME,TIME(II) ！设置时间点SOLVE ！求解*ENDDOFINISH/POST26NSOL,2,733,U,X,UX_1NSOL,3,773,U,X,UX_2NSOL,4,748,U,X,UX_3NSOL,5,788,U,X,UX_4NSOL,6,733,U,Y,UY_1NSOL,7,773,U,Y,UY_2NSOL,8,748,U,Y,UY_3NSOL,9,788,U,Y,UY_4PLVAR,2,3,4,5PLVAR,6,7,8,9FINISH!**************************************************************************!************************ 第九步********************************************!**************** 整个框架结构所有分析过程结束 *****************************FINISH!**************************************************************************!************************ 第四步********************************************!*********** 框架结构施加风荷载 (基本风压=0.25KN/M^2,体形系数为 1.0**********框架结构施加风荷载(先Y方向，后X方向）分两次分别施加FINISH/SOLUANTYPE,STATIC*DIM,LOAD_1,ARRAY,12LOAD_1(1)=3.78,2.16,2.39,2.57,2.72,2.84,2.95,3.17,3.20,3.29,3.39,3.51*DIM,LOAD_2,ARRAY,12LOAD_2(1)=7.56,4.32,4.78,5.14,5.44,5.68,5.90,6.34,6.40,6.58,6.76,7.02*DIM,LOAD_3,ARRAY,12LOAD_3(1)=6.93,3.96,4.38,4.71,4.99,5.21,5.41,5.81,5.87,6.03,6.20,6.44*DIM,LOAD_4,ARRAY,12LOAD_4(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_A,ARRAY,12LOAD_A(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_B,ARRAY,12LOAD_B(1)=6.30,3.60,3.98,4.28,4.54,4.74,4.92,5.28,5.34,5.48,5.64,5.86*DIM,LOAD_C,ARRAY,12LOAD_C(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DO,II,1,12FK,1+20*II,FY,LOAD_1(II)*ENDDO*DO,II,1,12FK,2+20*II,FY,LOAD_2(II)*ENDDO*DO,II,1,12FK,3+20*II,FY,LOAD_3(II)*ENDDO*DO,II,1,12FK,4+20*II,FY,LOAD_4(II)*ENDDOSOLVEFKDELE,ALL,ALL !第二次施加风荷载 ,删除第一次的。风有方向性*DO,II,1,12FK,1+20*II,FX,LOAD_A(II)*ENDDO*DO,II,1,12FK,5+20*II,FX,LOAD_B(II)*ENDDO*DO,II,1,12FK,9+20*II,FX,LOAD_C(II)*ENDDOSOLVEFINISH/POST1SET,FIRSTPLNSOL,U,Y,0,1SET,NEXT,PLNSOL,U,X,0,1FINISH!**************************************************************************!************************!************************

第五步********************************************框架结构荷载组合计算 ********************************!框架结构荷载组合计算

(1.D+L+WIND_X;2.D+L+WIND_Y)!**************************************************************************!************************!*******************

第六步********************************************框架结构模态分析 **************************************!框架结构模态分析FINISH/SOLUANTYPE,MODALMODOPT,LANB,6MODOPT,LANB,6,0,0,,OFFSOLVEFINISH/POST1SET,LISTSET,FIRSTPLDISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0SET,NEXTPLSISP,0FINISH!**************************************************************************!************************ 第七步********************************************!**************** 框架结构特征值屈曲分析 ***********************************框架结构特征值屈曲分析FINISH/SOLUANTYPE,0EQSLV,SPARPSTRES,ONSOLVEFINISH/SOLUANTYPE,1BUCOPT,LANB,6,0,0MXPAND,6,0,0,1,0.001,SOLVEFINISH/POST1SET,LISTSET,FIRSTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2SET,NEXTPLDISP,2FINISH!**************************************************************************!************************ 第八步********************************************!**************** 框架结构地震时程分析 *************************************框架结构地震时程分析FINISH*SET,NT,150*DIM,TIME,,NT*DIM,AC_X,,NT*DIM,AC_Y,,NT*CREATE,time*VREAD,TIME,'TIME','txt','',1,,,,,,(F6.2)*END/INPUT,time*CREATE,ac_x*VREAD,AC_X,'AC_X','txt','',1,,,,,,(E10.3)*END/INPUT,ac_x*CREATE,ac_y*VREAD,AC_Y,'AC_Y','txt','',1,,,,,,(E10.3)*END/INPUT,ac_y！分析选项设置与求解/SOLU ！进入求解器ANTYPE,TRANS ！定义分析类型NSUBST,1,,,1 ！定义荷载子步数*DO,II,1,NT！施加加速度荷载ACEL,AC_X(II),AC_Y(II)TIME,TIME(II) ！设置时间点SOLVE ！求解*ENDDOFINISH/POST26NSOL,2,733,U,X,UX_1NSOL,3,773,U,X,UX_2NSOL,4,748,U,X,UX_3NSOL,5,788,U,X,UX_4NSOL,6,733,U,Y,UY_1NSOL,7,773,U,Y,UY_2NSOL,8,748,U,Y,UY_3NSOL,9,788,U,Y,UY_4PLVAR,2,3,4,5PLVAR,6,7,8,9FINISH!**************************************************************************!************************ 第九步********************************************!**************** 整个框架结构所有分析过程结束 *****************************FINISH!**************************************************************************!************************ 第四步********************************************!*********** 框架结构施加风荷载 (基本风压=0.25KN/M^2,体形系数为 1.0**********框架结构施加风荷载(先Y方向，后X方向）分两次分别施加FINISH/SOLUANTYPE,STATIC*DIM,LOAD_1,ARRAY,12LOAD_1(1)=3.78,2.16,2.39,2.57,2.72,2.84,2.95,3.17,3.20,3.29,3.39,3.51*DIM,LOAD_2,ARRAY,12LOAD_2(1)=7.56,4.32,4.78,5.14,5.44,5.68,5.90,6.34,6.40,6.58,6.76,7.02*DIM,LOAD_3,ARRAY,12LOAD_3(1)=6.93,3.96,4.38,4.71,4.99,5.21,5.41,5.81,5.87,6.03,6.20,6.44*DIM,LOAD_4,ARRAY,12LOAD_4(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_A,ARRAY,12LOAD_A(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DIM,LOAD_B,ARRAY,12LOAD_B(1)=6.30,3.60,3.98,4.28,4.54,4.74,4.92,5.28,5.34,5.48,5.64,5.86*DIM,LOAD_C,ARRAY,12LOAD_C(1)=3.15,1.80,1.99,2.14,2.27,2.37,2.46,2.64,2.67,2.74,2.82,2.93*DO,II,1,12FK,1+20*II,FY,LOAD_1(II)*ENDDO*DO,II,1,12FK,2+20*II,FY,LOAD_2(II)*ENDDO*DO,II,1,12FK,3+20*II,FY,LOAD_3(II)*ENDDO*DO,II,1,12FK,4+20*II,FY,LOAD_4(II)*ENDDOSOLVEFKDELE,ALL,ALL !第二次施加风荷载 ,删除第一次的。风有方向性*DO,II,1,12FK,1+20*II,FX,LOAD_A(II)*ENDDO*DO,II,1,12FK,5+20*II,FX,LOAD_B(II)*ENDDO*DO,II,1,12FK,9+20*II,FX,LOAD_C(II)*ENDDOSOLVEFINISH/POST1SET,FIRSTPLNSOL,U,Y,0,1SET,NEXT,PLNSOL,U,X,0,1FINISH!**************************************************************************!************************!************************

第五步********************************************框架结构荷载组合计算 ********************************!框架结构荷载组合计算

(1.D+L+WIND_X;2.D+L+WIND_Y)!**************************************************************************!************************!*******************

第六步********************************************框架结构模态分析 **************************************!框架结构模态分析FINISH/SOLUANTYPE,MODALMODOPT,LANB,6MODOPT,LANB,6,0,0,,OFFSOLVEFINISH/POST1SET,LISTSET,FIRSTPLDISP,0S