ui请教：小主元的问题

我在做拱脚局部分析时，总会出现小主元的问题，最终导致某个节点位移过大出错。下面是命令流，恳请各位支招啊，谢谢！在线等。。。。。。。
!系梁 拱脚 自重 预应力
finish
/clear
/prep7
/title,2-88 Analysis
!系梁标准截面参数
csys,0
*dim,xy_coor1,array,5,2
xy_coor1(1,1)=0,5.7,7.3,7.3,0
xy_coor1(1,2)=-2.5,-2.5,-2.5,0,0
*do,i,1,5
k,i,xy_coor1(i,1),xy_coor1(i,2),16.8
*enddo
*do,i,1,5
k,i+5,xy_coor1(i,1),xy_coor1(i,2),8
*enddo
!系梁中墩处截面参数
*dim,xy_coor2,array,5,2
xy_coor2(1,1)=0,5.7,7.3,7.3,0
xy_coor2(1,2)=-4.5,-4.5,-4.5,0,0
*do,i,1,5
k,i+10,xy_coor2(i,1),xy_coor2(i,2),2
*enddo
*do,i,1,5
k,i+15,xy_coor2(i,1),xy_coor2(i,2),0
*enddo
!****拱脚
k,21,7.3,4,0
k,22,7.3,4,2
k,23,7.3,4,2.908
k,24,7.3,4-2.7,2.908+2.5
k,25,5.7,4,0
k,26,5.7,4,2
k,27,5.7,4,2.908
k,28,5.7,4-2.7,2.908+2.5
k,29,5.7,0,8          !与9号关键点相对
k,30,5.7,0,2          !与14号关键点相对
k,31,5.7,0,0          !与19号关键点相对
k,1e5+9,6.5,2.65,2.908+2.5/2  !与后面呼应
a,9,14,22,23,24
a,14,19,21,22
a,29,30,26,27,28
a,30,31,25,26
a,19,31,25,21
!a,23,24,28,27
a,23,24,1e5+9
a,23,27,1e5+9
a,27,28,1e5+9
a,28,24,1e5+9
a,24,28,29,9
a,21,22,26,25
a,22,23,27,26
a,19,31,30,14
a,14,30,29,9
*get,A0_num,area,0,num,max  !得到12个面中最大的线号
allsel
asel,s,area,,A0_num-13,A0_num
cm,A0,area
va,A0   
vsymm,z,all
cm,gongjiao,volu      !1/4拱脚
!系梁实体形成
a,1,2,3,4,5
a,16,17,18,19,31,20
a,1,2,7,6
a,6,7,12,11
a,11,12,17,16
a,2,3,8,7
a,7,8,13,12
a,12,13,18,17
a,3,4,9,8
a,8,9,14,13
a,13,14,19,18
a,4,5,10,29,9
a,9,29,10,15,30,14
a,14,30,15,20,31,19
a,1,5,10,6
a,6,10,15,11
a,11,15,20,16
*get,A1_num,area,0,num,max  !得到17个面中最大的线号
allsel
asel,s,area,,A1_num-16,A1_num
cm,A1,area
va,A1   
*get,v_num,volu,0,num,max  
allsel
vsel,s,volu,,v_num
cm,shixinxiliang,volu    !系梁实体
vsymm,z,shixinxiliang
allsel
vsel,all
vadd,all
numcmp,volu
numcmp,area
numcmp,line
allsel
!**************预应力
!***T0
csys,0
wpcsys,-1,0
wpoffs,0,0,9
cswpla,200
csys,200
vsbw,all
csys,0
wpcsys,-1,0
wpoffs,0,0,-9
cswpla,210
csys,210
vsbw,all
csys,0
allsel
asel,s,loc,z,-9
asel,r,loc,x,0,7.3
*get,A1_T0,area,0,num,max  
allsel
asel,s,loc,z,9
asel,r,loc,x,0,7.3
*get,A2_T0,area,0,num,max  
csys,0
allsel
hptcreate,area,A1_T0,500+1,coord,2,-0.4,-9
hptcreate,area,A2_T0,500+2,coord,2,-0.4,9
numcmp,line    !在取号之前，需要压缩下，以让号码连续
l,501,502
*get,T0_num,line,0,num,max
lsel,s,,,T0_num
cm,T0,line   

!*****合并纵向预应力筋
allsel
cmsel,s,T0,line

cm,zxgjx1,line             !除T9~T11外的钢束



!***********材料特性
kzl_z=1302e6            !纵向预应力筋控制应力
kzl_h=1302e6            !横向预应力筋预加力0.25损失
xzxs=1.2e-5             !钢筋线膨胀系数
ec_1=3.55e10            !C50混凝土弹模
ec_2=3.55e10             !钢管 混凝土、腹腔混凝土弹模（C50折减）
egjx=1.95e11            !钢束弹模

agjx_z1=19*139e-6        !除T9~T11外的纵向钢束
agjx_z2=12*139e-6        !T9~T11钢束
a_h1=7*139e-6
a_h2=7*139e-6
a_h3=3*139e-6
a_h4=9*139e-6
a_h5=7*139e-6
a_h6=4*139e-6
erheng=-134.0e3        !二恒N/m
x_c=3.5813             !边界截面形心
y_c=-1.2260
et,1,solid95          !三维8节点
et,2,link8
et,3,beam44
!50号混凝土材料特性
mp,ex,1,ec_1
mp,prxy,1,0.2
mp,dens,1,2600
!纵向和横向预应力钢筋
mp,ex,2,egjx
mp,prxy,2,0.3
mp,dens,2,7800
mp,alpx,2,xzxs
!拱肋
mp,ex,3,ec_2
mp,prxy,3,0.25
mp,dens,3,3005
!钢束实常数
r,1,agjx_z1   !除T9~T11外的纵向钢束面积
r,2,agjx_z2   !T9~T11钢束面积
*do,i,1,6
r,i+2,a_h%i%
*enddo
!拱肋实常数
!r,9,2.2091,0.1183,1.7297,1.5,0.5,
r,9,2.2091,0.1183,1.7297,0.5,0.5,
!赋予单元特性
allsel
vsel,all
vatt,1,,1
allsel
cmsel,s,zxgjx1,line
latt,2,1,2

!划分单元
allsel
vsel,all
esize,0.3
mshape,1,3d  !四边形单元
mshkey,0
vmesh,all

allsel
cmsel,s,zxgjx1,line
lesize,all,,,3,,1    !每条线段分3块
lmesh,all

nummrg,node    !合并节点
numcmp,node    !压缩节点
!****边界条件
csys,0
allsel
nsel,s,loc,z,0
nsel,r,loc,y,-4.5
d,all,uy,0
d,all,uz,0
d,all,ux,0
allsel
nsel,s,loc,z,-16.8
nsel,r,loc,y,-2.5
d,all,uy,0
d,all,ux,0
allsel
nsel,s,loc,x,0
d,all,ux,0
*dim,xl_n,array,10
*dim,xl_m,array,10
*dim,xl_s,array,10
*dim,gq_n,array,8
*dim,gq_m,array,8
*dim,gq_s,array,8
!kN m, midas中的正负号
xl_n(1)=0,0
xl_s(1)=-3601.36,3585.44
xl_m(1)=-1496.81-19159.48,-1540.81-19099.76
xl_n(3)=-200851.88+207135.31,-199317.76+205620.25
xl_s(3)=-3457.83,3433.50
xl_m(3)=-1093.31-19035.98,-1124.57-18961.38
gq_n(1)=-4042.51,-4049.91
gq_s(1)=-78.93,72.96
gq_m(1)=-385.19,-306.70
xl_n(5)=-186358.71+207591.93,-184772.26+206027.62
xl_s(5)=-3917.57,3931.89
xl_m(5)=-9083.50-19953.73,-9329.51-19923.28
gq_n(3)=-14719.94,-14721.91
gq_s(3)=-1611.72,1596.35
gq_m(3)=-3371.10,-3224.26
xl_n(7)=-176518.85+205778.32,-174684.60+203973.88
xl_s(7)=-5192.61,5193.08
xl_m(7)=-15698.28-20950.32,-16031.66-20979.69
gq_n(5)=-19555.98,-19551.79
gq_s(5)=-1285.20,1255.77
gq_m(5)=-2871.46,-2734.27
xl_n(9)=-176983.52+205006.88,-175072.96+203136.64
xl_s(9)=-6120.22,6112.27
xl_m(9)=-22844.19-21889.12,-23204.10-21955.22
gq_n(7)=-18793.97,-18794.41
gq_s(7)=-1313.39,1281.36
gq_m(7)=-3996.73,-3894.23
/solu


allsel
acel,,9.8
allsel
esel,s,real,,1   !纵向预应力筋1
bfe,all,temp,,-0.8*kzl_z/(egjx*xzxs)
allsel
solve
save

自己顶下先，希望大侠不吝赐教啊，谢谢