『求助』求一个完善的混凝土连续箱梁分析的命名流

呵呵 多谢，里面有个板单元建的箱梁，不过没有配筋。
从网上找了个例子，不知什么原因由线生成面的时候运行出错，下面用红笔标出，大家有兴趣可以看看：）

!continuous box girder
/prep7 !单位：mm,N,Kg
L=9050 !参数设置
h=400
h4=60
h3=60
h2=90
h1=50
b1=650
b2=74
b3=100
b4=376
b5=450

k1=(h-h2-h4)/(h-h2)*(b2+b3+b4-b5)
k2=b5-(b3+b4-k1)

et,1,solid65 !定义单元及材料特性
et,2,link8
et,3,solid45
et,4,plane42

fc=39.1 　 !混凝土抗压强度39.10MPa
ybc=(700+172*fc**0.5)*1.0e-6 !混凝土峰值应变
aa=2.4-0.0125*fc !混凝土上升段参数
ad=0.157*fc**0.785-0.905 !混凝土下降段参数
ybu=ybc*(1+2*ad+(1+4*ad)**0.5)/(2*ad) !混凝土极限应变

r,1
mp,ex,1,4.08e4 !弹性模量3.58e4
mp,prxy,1,0.167
mp,dens,1,2.6e-6 !单位：kg/m3

fr=3.27 !混凝土抗拉强度3.27MPa
op=0.2 　!裂缝张开剪力传递系数0.05~0.35
cl=1.0 !裂缝闭合剪力传递系数0.75~1.0

tb,concr,1
tbdata,,op,cl,fr,-1 ! -1:不考虑压碎; fc:考虑压碎

kn=15 　!应力应变关系描述点数
tb,miso,1,,kn 　!受压段应力应变关系描述

kuc=ybu/ybc-1.0
tbpt,,0.1*ybc,fc*(aa*0.1+(3-2*aa)*0.1**2+(aa-2)*0.1**3)
tbpt,,0.2*ybc,fc*(aa*0.2+(3-2*aa)*0.2**2+(aa-2)*0.2**3)
tbpt,,0.3*ybc,fc*(aa*0.3+(3-2*aa)*0.3**2+(aa-2)*0.3**3)
tbpt,,0.4*ybc,fc*(aa*0.4+(3-2*aa)*0.4**2+(aa-2)*0.4**3)
tbpt,,0.5*ybc,fc*(aa*0.5+(3-2*aa)*0.5**2+(aa-2)*0.5**3)
tbpt,,0.6*ybc,fc*(aa*0.6+(3-2*aa)*0.6**2+(aa-2)*0.6**3)
tbpt,,0.7*ybc,fc*(aa*0.7+(3-2*aa)*0.7**2+(aa-2)*0.7**3)
tbpt,,0.8*ybc,fc*(aa*0.8+(3-2*aa)*0.8**2+(aa-2)*0.8**3)
tbpt,,0.9*ybc,fc*(aa*0.9+(3-2*aa)*0.9**2+(aa-2)*0.9**3)
tbpt,,1.0*ybc,fc*(aa*1.0+(3-2*aa)*1.0**2+(aa-2)*1.0**3)
tbpt,,ybc+0.2*(ybu-ybc),fc*(1+0.2*kuc)/(ad*(0.2*kuc)**2+(1+0.2*kuc))
tbpt,,ybc+0.4*(ybu-ybc),fc*(1+0.4*kuc)/(ad*(0.4*kuc)**2+(1+0.4*kuc))
tbpt,,ybc+0.6*(ybu-ybc),fc*(1+0.6*kuc)/(ad*(0.6*kuc)**2+(1+0.6*kuc))
tbpt,,ybc+0.8*(ybu-ybc),fc*(1+0.8*kuc)/(ad*(0.8*kuc)**2+(1+0.8*kuc))
tbpt,,ybc+1.0*(ybu-ybc),fc*(1+1.0*kuc)/(ad*(1.0*kuc)**2+(1+1.0*kuc))

Ec=2.0e5　 !钢筋弹性模量MPa
fy=389.4 !钢筋屈服强度MPa
fyu=563.4 !钢筋极限强度MPa

mp,ex,2,Ec
mp,dens,2,7.8e-6
mp,prxy,2,0.3

ks=2 !钢筋应力应变关系描述点数
tb,miso,2,,ks !钢筋应力应变关系按二折线描述

tbpt,,fy/Ec,fy
tbpt,,50.0*fy/Ec,fyu

!定义钢筋材料Real Constants
r,2,201.06 !纵向钢筋(直径16，包含底筋、顶筋、腹筋）

r,3,113.1 !横向钢筋(直径12）

r,4,28.27 !箍筋直径6，按1根考虑

k,,0,0,0 !模型截面关键点
k,,b5
k,,0,h4
k,,b3+b4-k1,h4
k,,,h-h3
k,,b4,h-h3
k,,b4+b3,h-h2
k,,b4+b3+b2,h-h2
k,,b1+b2+b3+b4,h-h1
k,,,h
k,,b4,h
k,,b3+b4,h
k,,b2+b3+b4,h
k,,b1+b2+b3+b4,h

!对称性
k,,-b5
k,,-(b3+b4-k1),h4
k,,-b4,h-h3
k,,-(b4+b3),h-h2
k,,-(b4+b3+b2),h-h2
k,,-(b1+b2+b3+b4),h-h1
k,,-b4,h
k,,-(b3+b4),h
k,,-(b2+b3+b4),h
k,,-(b1+b2+b3+b4),h

l,1,2 !模型截面连线
l,1,3
l,3,4
l,2,4
l,2,8
l,4,7
l,6,7
l,5,6
l,8,9
l,9,14
l,5,10
l,10,11
l,11,12
l,12,13
l,13,14
l,6,11
l,7,12
l,7,8
l,8,13

!对称线
l,1,15
l,3,16
l,15,16
l,15,19
l,16,18
l,5,17
l,17,18
l,18,19
l,19,20
l,10,21
l,21,22
l,22,23
l,23,24
l,17,21
l,18,22
l,19,23
l,20,24
!建立中间的线，为加载准备
k,100000,-450,0,4525
k,200000,450,0,4525
l,100000,200000

!钢筋K点，在截面中间位置
*do,i,1,4 !顶板左
k,,-(b3+b4+b2)-(i-1)*b1/3,h-h2/2+(h2-h1)/6*(i-1)
*enddo

k,,-(b3+b4+b2/2),h-h2/2
k,,-b3-b4,h-h2/2

*do,i,1,5 !顶板中
k,,-b4+(i-1)*b4/2,h-h3/2
*enddo

k,,b3+b4,h-h2/2
k,,b3+b4+b2/2,h-h2/2

*do,i,1,4 　　!顶板右
k,,b3+b4+b2+(i-1)*b1/3,h-h2/2+(h2-h1)/6*(i-1)
*enddo

*do,i,1,3 　　　!腹板左
k,,-b5+0.5*k2-i*(k1+0.5*b2-0.5*k2)/3,h4/2+i*(h-h2-0.5*h4)/3
*enddo

*do,i,1,3 　　　!腹板右
k,,b5-0.5*k2+i*(k1+0.5*b2-0.5*k2)/3,h4/2+i*(h-h2-0.5*h4)/3
*enddo

*do,i,1,13 　　!底板
k,,-(b5-0.5*k2)+(i-1)*(b5-0.5*k2)/6,h4/2
*enddo

!钢筋连线
!*do,i,1,3 !顶板左
!l,25+i-1,25+i
!*enddo

!l,25,29

!*do,i,1,12 !顶板右
!l,29+i-1,29+i
!*enddo

!l,29,44 !左腹板
!l,48,42
!*do,i,1,2
!l,42+i-1,42+i
!*enddo

!*do,i,1,12 !底板
!l,48+i-1,48+i
!*enddo

!l,60,45 !右腹板
!l,47,37
!*do,i,1,2
!l,45+i-1,45+i
!*enddo

!模型线段划分控制
lsel,s,,,7,13,6 !1段
lsel,a,,,26,30,4
lesize,all,,,1

lsel,s,,,2,4,2 　　!2段
lsel,a,,,11,14,3
lsel,a,,,16,19,1
lsel,a,,,22,27,5
lsel,a,,,33,36,1
lsel,a,,,8,12,2
lsel,a,,,25,29,4
lsel,a,,,31
lesize,all,,,2

lsel,s,,,5,6,1 　　!3段
lsel,a,,,23,24,1
lsel,a,,,9,15,6 　　
lsel,a,,,28,32,4
lesize,all,,,3

lsel,s,,,1,3,2 !6段
lsel,a,,,20,21,1
lesize,all,,,6

!横向筋单元划分
!lsel,s,,,37,52,1
!lesize,all,,,1
!latt,2,3,2
!LMESH,all

!箍筋单元划分　
!lsel,s,,,41,48,1
!lsel,a,,,53,72,1
!lesize,all,,,1
!latt,2,4,2
!LMESH,all


!纵筋单元生成
ksel,s,,,25,60,1
kgen,2,25,60,1,,,9050/62,100
*do,i,25,60
l,i,i+100
*enddo
lsel,s,,,37,72,1
lesize,all,,,1
latt,2,2,2
LMESH,all


!纵筋单元复制
ESEL,S,,,1,36,1
EGEN,62,100,1,36,1,,,,,,,,9050/62
NUMMRG,NODE
NUMMRG,ELEM
NUMCMP,NODE
NUMCMP,ELEM

!横向筋单元复制
!ESEL,S,,,1,16,1
!EGEN,63,3000,1,16,1,,,,,,,,9050/62
!NUMMRG,NODE
!NUMMRG,ELEM
!NUMCMP,NODE
!NUMCMP,ELEM

!箍筋单元复制
!ESEL,S,,,5,12,1
!EGEN,63,4000,5,12,1,,,,,,,,9050/62
!ESEL,a,,,17,36,1
!EGEN,63,4000,17,36,1,,,,,,,,9050/62
!NUMMRG,NODE
!NUMMRG,ELEM
!NUMCMP,NODE
!NUMCMP,ELEM


!创建SOLID65单元
ALLSEL,ALL
LPLOT
al,35,32,36,28 　　 !线创建面 !运行此处，提示内存不足，换做由点生成面就可以，不知何故
al,34,31,35,27
al,33,30,34,26
al,11,29,33,25
al,16,12,11,8
al,17,13,16,7
al,19,14,17,18
al,10,15,19,9
al,5,18,6,4
al,4,3,2,1
al,2,21,22,20
al,24,27,23,22

TYPE,4
MAT,1
REAL,1
MSHAPE,0,2D
asel,all
amesh,all

MSHKEY,1
k,100,0,0,9050
l,1,100
LESIZE,73,,,62,,,,,1
TYPE,1
MAT,1
REAL,1
ALLSEL,ALL
VDRAG,all,,,,,,73
NUMMRG,NODE
NUMMRG,ELEM
NUMCMP,NODE
NUMCMP,ELEM
ALLSEL,ALL
EPLOT

!创建垫板单元
!k,201,300,0,0
!k,202,300,-40,0
!k,203,450,-40,0
!a,2,201,202,203

!k,204,-450,-40,0
!k,205,-300,-40,0
!k,206,-300,0,0
!a,15,204,205,206

!k,207,450,0,200
!k,208,-450,0,200
!l,2,207
!l,15,208
!lsel,s,,,178,179,1 !2段
!lesize,all,,,2
!lsel,s,,,170,177,1 !2段
!lesize,all,,,2

!TYPE,4
!MAT,2
!real,1
!MSHKEY,0
!asel,s,,,61,62,1
!amesh,all

!TYPE,3
!MAT,2
!REAL,1
!asel,s,,,61
!VDRAG,all,,,,,,178

!allsel,all
!asel,s,,,62
!VDRAG,all,,,,,,179

!vsel,s,,,13,14,1
!vgen,3,13,14,1,,,4425
!NUMMRG,node
!NUMMRG,ELEM
!NUMCMP,node
!NUMCMP,ELEM
!EPLOT

!支撑条件
/solu
antype,static
acel,0,0,0 !重力加速度
!施加约束
allsel,all
lsel,s,loc,z,0
lsel,r,loc,y,0
dl,all,,uy

allsel,all
lsel,s,loc,z,4525
lsel,r,loc,y,0
dl,all,,uy
dl,all,,uz
allsel,all
lsel,s,loc,z,9050
lsel,r,loc,y,0
dl,all,,uy
allsel,all
ksel,s,loc,x,0
ksel,r,loc,y,0
dk,all,ux
lsel,s,loc,z,9050
lsel,r,loc,y,0
dk,all,ux

!nsel,s,loc,z,100
!nsel,r,loc,Y,40 !我去掉拉-号
!nplot
!d,6467,uy,,,6468,1 另外再加载
!d,6450,uy,,,6451,1
!d,6454,uy,,,6471,17

!NSEL,S,LOC,Z,4525
!nSEL,R,LOC,Y,40 !去掉-号
!nplot
!d,6503,uy,,,6510,7,uz
!d,6484,uy,,,6490,6,uz
!d,6492,uy,,,6512,20,uz

!NSEL,S,LOC,Z,8950
!NSEL,R,LOC,Y,-40
!nplot
!d,6551,uy,,,6558,7
!d,6532,uy,,,6538,6
!d,6540,uy,,,6560,20
!eplot

qmz=2.55e-3
asel,s,loc,y,400
sfa,all,1,pres,qmz
allsel,all
outres,all,all
time,qmz*10
nsubst,40
neqit,40
solve
finish
/post1
pldisp,1
etable,zxyl,ls,1
plls,zxyl,zxyl,1
finish
/post26