!S2
!围岩重度27KN/m3，岩质围岩弹性抗力系数1200MPa/m。
!内摩擦角50°，计算内摩擦角为70°
!侧压力系数为0.10
finish
/clear
/prep7
mp,ex,1,31e9 !二衬模筑混凝土C30
mp,prxy,1,0.2
mp,dens,1,2400
mp,ex,2,630e6 !地层弹性约束
mp,prxy,2,0.25
R,1,1*0.35,0.35*0.35*0.35/12,0.35 !二衬实常数
R,2,0.525427 !地层杆单元实常数
ET,1,BEAM3
ET,2,link10,,,1
k,1,0,-4.341335
k,2,-2.398065,-4.149578
k,3,-4.730947,-3.579842
k,4,-5.780281,-2.877923
k,5,-6.272045,-2.018661
k,6,-5.323565,3.878691
k,7,0,6.587571
k,8,5.316974,3.875531
k,9,6.267218,-2.019758
k,10,5.678261,-2.981848
k,11,4.722579,-3.581147
k,12,2.38954,-4.150239
k,13,0,-5.341335
k,14,-2.558479,-5.13663
k,15,-5.047352,-4.528466
k,16,-6.39596,-3.683335
k,17,-7.224196,-2.324288
k,18,-6.131534,4.467917
k,19,0,7.587571
k,20,6.126644,4.462421
k,21,7.218508,-2.328026
k,22,6.388197,-3.686115
k,23,5.038454,-4.529948
k,24,2.549395,-5.137363
*do,i,1,9,2
larc,i,i+2,i+1
*enddo
larc,11,1,12
*do,i,13,21,2
larc,i,i+2,i+1
*enddo
larc,23,13,24
/PNUM,LINE,1
allsel
lsel,s,,,1,3,1
lcomb,all
allsel
lsel,s,,,4,6,1
lcomb,all
allsel
lsel,s,,,7,9,1
lcomb,all
allsel
lsel,s,,,10,12,1
lcomb,all
NUMMRG,ALL, , , ,LOW
NUMCMP,ALL
allsel
lesize,all,,,40
allsel
lsel,s,,,1,2
latt,1,1,1
lmesh,all
lsel,s,,,3,4
latt,1,1,1
lmesh,all
/PNUM,LINE,0
/PNUM,NODE,1
nplot
*do,i,1,80,1
mat,2
real,2
type,2
e,i,i+80
*enddo
lsel,s,,,3,4
lclear,all
ldele,all
allsel
allsel
!施加位移约束
nsel,s,,,81,160
d,all,ux,0
d,all,uy,0
nsel,s,,,1,81,80
d,all,ux,0
/PNUM,NODE,0
allsel
acel,,9.8
antype,0
!q为拱部围岩竖向压力，e为拱部和边墙的水平侧压力。
*set,q,-13071.24
*set,e,1307.124
ay=q*(nx(50)-nx(49))/2
ax=-e*(ny(49)-ny(50))/2
f,50,fy,ay
f,50,fx,ax
ay=q*(nx(53)-nx(52))/2
ax=-e*(ny(52)-ny(53))/2
f,52,fy,ay
f,52,fx,ax
ax=e*((ny(3)-ny(1))+(ny(4)-ny(3)))/2
f,3,fx,ax
ax=-e*((ny(80)-ny(1))+(ny(79)-ny(80)))/2
f,80,fx,ax
ay=q*((nx(2)-nx(41))+(nx(42)-nx(2)))/2
f,2,fy,ay
ay=q*((nx(41)-nx(40))+(nx(2)-nx(41)))/2
f,41,fy,ay
ay=q*((nx(42)-nx(2))+(nx(43)-nx(42)))/2
f,42,fy,ay
ax=e*((ny(41)-ny(40))+(ny(2)-ny(41)))/2
f,41,fx,ax
ax=e*((ny(42)-ny(2))+(ny(43)-ny(42)))/2
f,42,fx,ax
*do,i,4,40,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,22,40,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
*do,i,53,79,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,53,61,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
*do,i,43,49,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,43,49,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
allsel
/solu
solve
/post1
!画变形结果图
/TITLE,deform diagram
pldisp,1
!保存为图片
/image,save,deform_2,jpg
!建立单元表
ETABLE,NI,SMISC,1 !单元I点轴力
ETABLE,NJ,SMISC,7 !单元J点轴力
ETABLE,MI,SMISC,6 !单元I点弯矩
ETABLE,MJ,SMISC,12 !单元J点弯矩
!更新单元表
ETABLE,REFL
!画轴力分布图
/TITLE,Axial force diagram
PLLS,NI,NJ,1.0,0
/image,save,Axial_force,jpg
!画弯矩分布图
/TITLE,Bending moment diagram
PLLS,MI,MJ,-1,0
/image,save,Bending_moment,jpg
save,S2,db
/TITLE,S2 MODEL
/image,save,S2 MODEL,jpg
!围岩重度27KN/m3，岩质围岩弹性抗力系数1200MPa/m。
!内摩擦角50°，计算内摩擦角为70°
!侧压力系数为0.10
finish
/clear
/prep7
mp,ex,1,31e9 !二衬模筑混凝土C30
mp,prxy,1,0.2
mp,dens,1,2400
mp,ex,2,630e6 !地层弹性约束
mp,prxy,2,0.25
R,1,1*0.35,0.35*0.35*0.35/12,0.35 !二衬实常数
R,2,0.525427 !地层杆单元实常数
ET,1,BEAM3
ET,2,link10,,,1
k,1,0,-4.341335
k,2,-2.398065,-4.149578
k,3,-4.730947,-3.579842
k,4,-5.780281,-2.877923
k,5,-6.272045,-2.018661
k,6,-5.323565,3.878691
k,7,0,6.587571
k,8,5.316974,3.875531
k,9,6.267218,-2.019758
k,10,5.678261,-2.981848
k,11,4.722579,-3.581147
k,12,2.38954,-4.150239
k,13,0,-5.341335
k,14,-2.558479,-5.13663
k,15,-5.047352,-4.528466
k,16,-6.39596,-3.683335
k,17,-7.224196,-2.324288
k,18,-6.131534,4.467917
k,19,0,7.587571
k,20,6.126644,4.462421
k,21,7.218508,-2.328026
k,22,6.388197,-3.686115
k,23,5.038454,-4.529948
k,24,2.549395,-5.137363
*do,i,1,9,2
larc,i,i+2,i+1
*enddo
larc,11,1,12
*do,i,13,21,2
larc,i,i+2,i+1
*enddo
larc,23,13,24
/PNUM,LINE,1
allsel
lsel,s,,,1,3,1
lcomb,all
allsel
lsel,s,,,4,6,1
lcomb,all
allsel
lsel,s,,,7,9,1
lcomb,all
allsel
lsel,s,,,10,12,1
lcomb,all
NUMMRG,ALL, , , ,LOW
NUMCMP,ALL
allsel
lesize,all,,,40
allsel
lsel,s,,,1,2
latt,1,1,1
lmesh,all
lsel,s,,,3,4
latt,1,1,1
lmesh,all
/PNUM,LINE,0
/PNUM,NODE,1
nplot
*do,i,1,80,1
mat,2
real,2
type,2
e,i,i+80
*enddo
lsel,s,,,3,4
lclear,all
ldele,all
allsel
allsel
!施加位移约束
nsel,s,,,81,160
d,all,ux,0
d,all,uy,0
nsel,s,,,1,81,80
d,all,ux,0
/PNUM,NODE,0
allsel
acel,,9.8
antype,0
!q为拱部围岩竖向压力，e为拱部和边墙的水平侧压力。
*set,q,-13071.24
*set,e,1307.124
ay=q*(nx(50)-nx(49))/2
ax=-e*(ny(49)-ny(50))/2
f,50,fy,ay
f,50,fx,ax
ay=q*(nx(53)-nx(52))/2
ax=-e*(ny(52)-ny(53))/2
f,52,fy,ay
f,52,fx,ax
ax=e*((ny(3)-ny(1))+(ny(4)-ny(3)))/2
f,3,fx,ax
ax=-e*((ny(80)-ny(1))+(ny(79)-ny(80)))/2
f,80,fx,ax
ay=q*((nx(2)-nx(41))+(nx(42)-nx(2)))/2
f,2,fy,ay
ay=q*((nx(41)-nx(40))+(nx(2)-nx(41)))/2
f,41,fy,ay
ay=q*((nx(42)-nx(2))+(nx(43)-nx(42)))/2
f,42,fy,ay
ax=e*((ny(41)-ny(40))+(ny(2)-ny(41)))/2
f,41,fx,ax
ax=e*((ny(42)-ny(2))+(ny(43)-ny(42)))/2
f,42,fx,ax
*do,i,4,40,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,22,40,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
*do,i,53,79,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,53,61,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
*do,i,43,49,1
ax=e*((ny(i)-ny(i-1))+(ny(i+1)-ny(i)))/2
f,i,fx,ax
*enddo
*do,i,43,49,1
ay=q*((nx(i)-nx(i-1))+(nx(i+1)-nx(i)))/2
f,i,fy,ay
*enddo
allsel
/solu
solve
/post1
!画变形结果图
/TITLE,deform diagram
pldisp,1
!保存为图片
/image,save,deform_2,jpg
!建立单元表
ETABLE,NI,SMISC,1 !单元I点轴力
ETABLE,NJ,SMISC,7 !单元J点轴力
ETABLE,MI,SMISC,6 !单元I点弯矩
ETABLE,MJ,SMISC,12 !单元J点弯矩
!更新单元表
ETABLE,REFL
!画轴力分布图
/TITLE,Axial force diagram
PLLS,NI,NJ,1.0,0
/image,save,Axial_force,jpg
!画弯矩分布图
/TITLE,Bending moment diagram
PLLS,MI,MJ,-1,0
/image,save,Bending_moment,jpg
save,S2,db
/TITLE,S2 MODEL
/image,save,S2 MODEL,jpg
