ANSYS命令流--钢管混凝土拱桥算例

钢管混凝土拱桥算例Ansys

/prep7

/title,the analyse of steel arch bridge

!*******************************************************************************

et,1,82 !建立辅助单元作出截面特性

CYL4,0.6,0.6,0.6, ,0.586 !以下命令是用于建立一个空心钢管截面 CYL4,0.6,2.4,0.6, ,0.586 RECTNG,0.35,0.364,0.8,2.2, RECTNG,0.85,0.836,0.8,2.2, asel,all aptn,all

ADELE,5,8,1 !删除多余的面积 allsel aadd,all smrtsize,5 amesh,all

secwrite,gg,sect,,1

SECTYPE,1,BEAM,MESH, !截面代号1 SECOFFSET,CENT,,,

SECREAD,'gg','SECT',,MESH !读入空心钢管截面 asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot

CYL4,0.6,0.6,0.586 !以下命令是用于建立一个空心钢管内的混凝土截面 CYL4,0.6,2.4,0.586

RECTNG,0.364,0.836,0.8,2.2, allsel aadd,all smrtsize,5 amesh,all

secwrite,hnt,sect,,1

SECTYPE,2,BEAM,MESH, !截面代号2 SECOFFSET,CENT,,,

SECREAD,'hnt','SECT',,MESH !读入混凝土（空心钢管内的）截面 asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot !重新生成图形

k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面 k,2,-0.75,0.25

k,3,-0.75,0.5 k,4,-0.55,0.5 k,5,-0.55,0.85 k,6,0.55,0.85 k,7,0.55,0.5 k,8,0.75,0.5 k,9,0.75,0.25 k,10,0.5,0

a,1,2,3,4,5,6,7,8,9,10 !生成横梁标准截面1 A-A smrtsize,5 amesh,all

secwrite,hl1,sect,,1

SECTYPE,4,BEAM,MESH, !截面代号4 SECOFFSET,CENT,,,

SECREAD,'hl1','SECT',,MESH !读入横梁标准截面1 A-A asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot !重新生成图形

k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面b-b k,2,-0.5,1 k,3,-0.75,1.25 k,4,-0.75,1.5 k,5,0.75,1.5 k,6,0.75,1.25 k,7,0.5,1 k,8,0.5

a,1,2,3,4,5,6,7,8 !生成横梁标准截面2 b-b smrtsize,5 amesh,all

secwrite,hl2,sect,,1

SECTYPE,5,BEAM,MESH, !截面代号5 SECOFFSET,CENT,,,

SECREAD,'hl2','SECT',,MESH !读入横梁标准截面2 asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot !重新生成图形

k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面c-c k,2,-0.5,1.04

k,3,-0.75,1.04+0.25 k,4,-0.75,1.04+0.5

k,5,-0.55,1.04+0.5

k,6,-0.55,1.04+0.5+0.35 k,7,0.55,1.04+0.5+0.35 k,8,0.55,1.04+0.5 k,9,0.75,1.04+0.5 k,10,0.75,1.04+0.25 k,11,0.5,1.04 k,12,0.5,0 k,13,-0.2,0.58

k,14,-0.2,1.04+0.5-0.3 k,15,0.2,1.04+0.5-0.3 k,16,0.2,0.58

a,1,2,3,4,5,6,7,8,9,10,11,12 a,13,14,15,16

asba,1,2 !横梁标准截面3 C-C smrtsize,5 amesh,all

secwrite,hl3,sect,,1

SECTYPE,6,BEAM,MESH, ! 截面代号6 SECOFFSET,CENT,,,

SECREAD,'hl3','SECT',,MESH !横梁标准截面3 asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot !重新生成图形 ldele,all kdele,all

k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面d-d k,2,-0.5,1.23

k,3,-0.75,1.23+0.25 k,4,-0.75,1.23+0.5 k,5,-0.55,1.23+0.5

k,6,-0.55,1.23+0.5+0.35 k,7,0.55,1.23+0.5+0.35 k,8,0.55,1.23+0.5 k,9,0.75,1.23+0.5 k,10,0.75,1.23+0.25 k,11,0.5,1.23 k,12,0.5,0 k,13,-0.2,0.38 k,14,-0.3,0.38+0.2

k,15,-0.3,1.23+0.5-0.1-0.2 k,16,-0.2,1.23+0.5-0.1

k,17,0.2,1.23+0.5-0.1 k,18,0.3,1.23+0.5-0.1-0.2 k,19,0.3,0.38+0.2 k,20,0.2,0.38

a,1,2,3,4,5,6,7,8,9,10,11,12 a,13,14,15,16,17,18,19,20

asba,1,2 !横梁标准截面4 D-D smrtsize,5 amesh,all

secwrite,hl4,sect,,1

SECTYPE,7,BEAM,MESH, !截面代号7 SECOFFSET,CENT,,,

SECREAD,'hl4','SECT',,MESH !读入横梁标准截面4 asel,all aclear,all

adele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件） /replot ! 重新生成图形

k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面e-e k,2,-0.5,1.23

k,3,-0.75,1.23+0.25 k,4,-0.75,1.23+0.5 k,5,-0.55,1.23+0.5

k,6,-0.55,1.23+0.5+0.35 k,7,0.55,1.23+0.5+0.35 k,8,0.55,1.23+0.5 k,9,0.75,1.23+0.5 k,10,0.75,1.23+0.25 k,11,0.5,1.23 k,12,0.5,0

a,1,2,3,4,5,6,7,8,9,10,11,12 !横梁标准截面5 E-E smrtsize,5 amesh,all

secwrite,hl5,sect,,1

SECTYPE,8,BEAM,MESH, ! 截面代号8 SECOFFSET,CENT,,,

SECREAD,'hl5','SECT',,MESH !横梁标准截面5 asel,all aclear,all adele,all,,,1 /replot

etdele,1 !将辅助单元类型删除 /replot

!*********************************************************************

!定义所有材料特性 et,1,beam44 !钢管特性 mp,ex,1,2.1e11 mp,dens,1,7800 mp,prxy,1,0.3

n,90000,0,0,30 !参考点

et,2,beam44 !拱肋内混凝土特性 50#混凝土 mp,ex,2,3.5e10 mp,dens,2,2600 mp,prxy,2,0.1667

et,3,beam44 ! 纵梁特性 30#混凝土 mp,ex,3,3.0e10 mp,dens,3,2600 mp,prxy,3,0.1667

et,4,beam44 !横梁特性 30#混凝土 mp,ex,4,3.0e10 mp,dens,4,2600 mp,prxy,4,0.1667

et,5,beam44 !风撑特性 mp,ex,5,2.1e11 mp,dens,5,7800 mp,prxy,5,0.3

et,6,link10 !吊杆特性 （钢绞线） mp,ex,6,1.90e11 mp,dens,6,7800 mp,prxy,6,0.3

keyopt,6,3,0 !只拉吊杆

et,7,beam44 !盖梁特性 30# 混凝土 mp,ex,7,3.0e10 mp,dens,7,2600 mp,prxy,7,0.1667

et,8,beam44 !墩柱特性 40#混凝土 mp,ex,8,3.3e10 mp,dens,8,2600 mp,prxy,8,0.1667

et,9,beam44 !横系梁特性 30#混凝土 mp,ex,9,3.0e10 mp,dens,9,2600 mp,prxy,9,0.1667

et,10,link10 !系杆特性（钢绞线） mp,ex,10,2.0e11 mp,dens,10,7800 mp,prxy,10,0.3

keyopt,10,3,0 !只拉系杆

et,11,beam44 !承台桩基础特性 25#混凝土 mp,ex,11,2.85e10 mp,dens,11,2500 mp,prxy,11,0.1667 n,90000,0,0,30

!********************************************************************** !开始建立模型 !0# 横梁(端横梁) n,1,0,2.025 n,2,6.25,2.025 n,3,6.25+5.1,2.025

n,4,6.25+5.1+0.2+1.9/2,2.025 !12.5米位置 n,5,6.25+5.1+2.3,2.025

n,6,6.25+5.1+2.3+2.23,2.025 nsym,x,10,2,6,1 type,4 !横梁

r,1(定义一组单元实常数)

real,1 (划分单元时指定的实常书) mat,4 secnum,7

! 单元1到10为0# 横梁 e,1,2 !截面7 D-D secnum,6

e,2,3 !截面6 D-D secnum,5

e,3,4 !截面5 D-D e,4,5 !截面5 D-D secnum,4

e,5,6 !截面4 a-a secnum,7

e,1,12 !截面7 D-D secnum,6

e,12,13 !截面6 D-D

secnum,5

e,13,14 !截面5 D-D e,14,15 !截面5 D-D secnum,4

e,15,16 !截面4 a-a !1# 端横梁

egen,2,100,1,10,1,,,,,,0,4.7+1.25/2+1.5/2 !其余横梁2#~17#

egen,17,100,11,20,1,,,,,,0,5.3+1.5 ! 横梁18#(端横梁)

egen,2,100,171,180,1,,,,,,0,4.7+1.5/2+1.25/2 cm,hl,elem esel,none

!*********************************************************** ! 纵梁单元 type,3 r,2 real,2 mat,3

SECTYPE,10,beam,rect,zl !纵梁截面代号10 secdata,0.4,1.2 secnum,10

!0# 纵梁(端纵梁） e,1,101 e,2,102 e,3,103 e,5,105 e,12,112 e,13,113 e,15,115

!中间的纵梁1#~16# *do,i,0,15,1

e,101+i*100,201+i*100 e,102+i*100,202+i*100 e,104+i*100,204+i*100 e,112+i*100,212+i*100 e,114+i*100,214+i*100 *enddo

!17#纵梁(端纵梁） e,1701,1801 e,1702,1802 e,1703,1803 e,1705,1805

e,1712,1812 e,1713,1813 e,1715,1815 cm,zl,elem esel,none

!*********************************************************************** !定义拱轴线 !请参照《桥梁工程》p299页相关公式 *dim,y,array,16 !将纵桥向距离定义为数组 *dim,cs,array,16 !**值

*dim,z,array,16 !将拱轴高度定义为数组 !吊杆上点

!首先定义吊杆的y向（顺桥向）坐标 y(1)=8.1 y(2)=14.9 y(3)=21.7 y(4)=28.5 y(5)=35.3 y(6)=42.1 y(7)=48.9 y(8)=55.7 y(9)=62.5

!风撑上点

!定义风撑的y向（顺桥向）坐标 y(11)=21.7 y(12)=28.5 y(13)=42.1 y(14)=48.9 y(15)=59.1

!0#横梁的y向（顺桥向）坐标 y(16)=2.025 f1=25 !矢高

m1=1.1 !悬链线拱轴系数 k=log(m1+sqrt(m1*m1-1)) *do,i,1,16,1

cs(i)=1-y(i)*2/125

z(i)=25-f1/(m1-1)*(cosh(k*cs(i))-1) !拱轴高度 *enddo

*dim,ygd,array,23 !定义预拱度（是在后续工况中反复调算的结果）初始运行时可将预拱度全部设置为0

ygd(1) = 0.40004E-02+1.29E-02 ygd(2) = 0.10685E-01+2.22E-02

ygd(3) = 0.19483E-01+3.03E-02 ygd(4) = 0.29219E-01+3.69E-02 ygd(5) = 0.39022E-01+4.23E-02 ygd(6) = 0.48243E-01+4.65E-02 ygd(7) = 0.56390E-01+4.95E-02 ygd(8) = 0.63070E-01+5.15E-02 ygd(9) = 0.68014E-01+5.21E-02 ygd(10)= 0.71003E-01+5.15E-02 ygd(11)= 0.71739E-01+4.95E-02 ygd(12)= 0.69962E-01+4.65E-02 ygd(13)= 0.65514E-01+4.23E-02 ygd(14)= 0.58289E-01+3.69E-02 ygd(15)= 0.48248E-01+3.04E-02 ygd(16)= 0.35507E-01+2.24E-02 ygd(17)= 0.20415E-01+1.23E-02 ygd(18)=0.65770E-01 +0.40234E-01 ygd(19)=0.69769E-01 +0.41215E-01

!生成各个吊杆的Z向节点（竖直方向）

ngen,2,10000,104,114,10,0,0,z(1) +ygd(1) !1#吊杆节点 ngen,2,10000,204,214,10,0,0,z(2) +ygd(2) !2#吊杆节点 ngen,2,10000,304,314,10,0,0,z(3) +ygd(3) !3#吊杆节点 ngen,2,10000,404,414,10,0,0,z(4) +ygd(4) !4#吊杆节点 ngen,2,10000,504,514,10,0,0,z(5) +ygd(5) !5#吊杆节点 ngen,2,10000,604,614,10,0,0,z(6) +ygd(6) !6#吊杆节点 ngen,2,10000,704,714,10,0,0,z(7) +ygd(7) !7#吊杆节点 ngen,2,10000,804,814,10,0,0,z(8) +ygd(8) !8#吊杆节点 ngen,2,10000,904,914,10,0,0,z(9) +ygd(9) !9#吊杆节点 ngen,2,10000,1004,1014,10,0,0,z(8) +ygd(10) !10#吊杆节点 ngen,2,10000,1104,1114,10,0,0,z(7) +ygd(11) !11#吊杆节点 ngen,2,10000,1204,1214,10,0,0,z(6) +ygd(12) !12#吊杆节点 ngen,2,10000,1304,1314,10,0,0,z(5) +ygd(13) !13#吊杆节点 ngen,2,10000,1404,1414,10,0,0,z(4) +ygd(14) !14#吊杆节点 ngen,2,10000,1504,1514,10,0,0,z(3) +ygd(15) !15#吊杆节点 ngen,2,10000,1604,1614,10,0,0,z(2) +ygd(16) !16#吊杆节点 ngen,2,10000,1704,1714,10,0,0,z(1) +ygd(17) !17#吊杆节点

!说明：之所以重复定义吊杆节点是因为以后吊杆转动要进行放松 ngen,2,3000,104,114,10,0,0,0 !1#吊杆下节点 ngen,2,3000,204,214,10,0,0,0 !2#吊杆下节点 ngen,2,3000,304,314,10,0,0,0 !3#吊杆下节点 ngen,2,3000,404,414,10,0,0,0 !4#吊杆下节点 ngen,2,3000,504,514,10,0,0,0 !5#吊杆下节点 ngen,2,3000,604,614,10,0,0,0 !6#吊杆下节点 ngen,2,3000,704,714,10,0,0,0 !7#吊杆下节点

ngen,2,3000,804,814,10,0,0,0 !8#吊杆下节点 ngen,2,3000,904,914,10,0,0,0 !9#吊杆下节点 ngen,2,3000,1004,1014,10,0,0,0 !10#吊杆下节点 ngen,2,3000,1104,1114,10,0,0,0 !11#吊杆下节点 ngen,2,3000,1204,1214,10,0,0,0 !12#吊杆下节点 ngen,2,3000,1304,1314,10,0,0,0 !13#吊杆下节点 ngen,2,3000,1404,1414,10,0,0,0 !14#吊杆下节点 ngen,2,3000,1504,1514,10,0,0,0 !15#吊杆下节点 ngen,2,3000,1604,1614,10,0,0,0 !16#吊杆下节点 ngen,2,3000,1704,1714,10,0,0,0 !17#吊杆下节点

ngen,2,6000,104,114,10,0,0,z(1) +ygd(1) !1#吊杆节点 ngen,2,6000,204,214,10,0,0,z(2) +ygd(2) !2#吊杆节点 ngen,2,6000,304,314,10,0,0,z(3) +ygd(3) !3#吊杆节点 ngen,2,6000,404,414,10,0,0,z(4) +ygd(4) !4#吊杆节点 ngen,2,6000,504,514,10,0,0,z(5) +ygd(5) !5#吊杆节点 ngen,2,6000,604,614,10,0,0,z(6) +ygd(6) !6#吊杆节点 ngen,2,6000,704,714,10,0,0,z(7) +ygd(7) !7#吊杆节点 ngen,2,6000,804,814,10,0,0,z(8) +ygd(8) !8#吊杆节点 ngen,2,6000,904,914,10,0,0,z(9) +ygd(9) !9#吊杆节点 ngen,2,6000,1004,1014,10,0,0,z(8)+ygd(10) !10#吊杆节点 ngen,2,6000,1104,1114,10,0,0,z(7)+ygd(11) !11#吊杆节点 ngen,2,6000,1204,1214,10,0,0,z(6)+ygd(12) !12#吊杆节点 ngen,2,6000,1304,1314,10,0,0,z(5)+ygd(13) !13#吊杆节点 ngen,2,6000,1404,1414,10,0,0,z(4)+ygd(14) !14#吊杆节点 ngen,2,6000,1504,1514,10,0,0,z(3)+ygd(15) !15#吊杆节点 ngen,2,6000,1604,1614,10,0,0,z(2)+ygd(16) !16#吊杆节点 ngen,2,6000,1704,1714,10,0,0,z(1)+ygd(17) !17#吊杆节点

!定义吊杆的参数（每根吊杆都采用109根直径为7毫米的高强钢丝） dgarea=109*3.1415926*0.25*0.007*0.007 !吊杆面积(m2)

dgyl=0.3*1670*1e6 !吊杆初应力取用0.3倍的抗拉强度(N/m2) dgl=dgyl*dgarea !吊杆力(N)

edg=1.95e11 !吊杆的弹性模量(N/m2)

*dim,L0,array,17 !定义吊杆的初始0应力长度数组 *dim,L,array,17 !定义吊杆的受力后长度数组

*dim,deltL,array,17 !定义吊杆的受力后长度增长量数组 *dim,istrn,array,17 !定义吊杆的应变数组

*dim,fdg,array,17 !定义在吊杆上施加的力的数组 *do,i,1,9,1

L0(i)=z(i) !0应力时单元长度

L0(18-i)=z(i) !吊杆是沿中轴对称的 *enddo

fdg(1)=dgl !1#吊杆施加的预应力 fdg(2)=dgl !2#吊杆施加的预应力

fdg(3)=dgl !3#吊杆施加的预应力 fdg(4)=dgl !4#吊杆施加的预应力 fdg(5)=dgl !5#吊杆施加的预应力 fdg(6)=dgl !6#吊杆施加的预应力 fdg(7)=dgl !7#吊杆施加的预应力 fdg(8)=dgl !8#吊杆施加的预应力 fdg(9)=dgl !9#吊杆施加的预应力 fdg(10)=dgl !10#吊杆施加的预应力 fdg(11)=dgl !11#吊杆施加的预应力 fdg(12)=dgl !12#吊杆施加的预应力 fdg(13)=dgl !13#吊杆施加的预应力 fdg(14)=dgl !14#吊杆施加的预应力 fdg(15)=dgl !15#吊杆施加的预应力 fdg(16)=dgl !16#吊杆施加的预应力 fdg(17)=dgl !17#吊杆施加的预应力 type,6 mat,6

*do,i,1,17,1

deltL(i)=Fdg(i)*L0(i)/(edg*dgarea) !吊杆受力后的增长量 L(i)=L0(i)+deltL(i)

istrn(i)=deltl(i)/L(i) !吊杆受力后的应变

r,i+1000,dgarea,istrn(i) !定义吊杆的实常数特性 *enddo *do,i,1,17,1

real,i+1000 !赋予吊杆的实常数特性

e,i*100+4+3000,i*100+4+6000 !生成吊杆单元 e,i*100+10+4+3000,i*100+10+4+6000 *enddo cm,dg,elem esel,none allsel

!*********************************************************************** r,1018 real,1018 !定义一个全为0的实常数便于利用截面特性时，不产生冲突

!*********************************************************************** !生成风撑上的节点

n,20001,0,21.7,z(11) !风撑上节点坐标 n,20002,0,28.5,z(12) n,20003,0,42.1,z(13) n,20004,0,48.9,z(14) n,20005,0,59.1,z(15) n,20006,0,65.9,z(15) n,20007,0,76.1,z(14) n,20008,0,82.9,z(13) n,20009,0,96.5,z(12)

n,20010,0,103.3,z(11) n,20011,12.5,21.7,z(11) n,20012,12.5,28.5,z(12) n,20013,12.5,42.1,z(13) n,20014,12.5,48.9,z(14)

n,20015,12.5,59.1,z(15)+ygd(18) n,20016,12.5,65.9,z(15)+ygd(19) n,20017,12.5,76.1,z(14) n,20018,12.5,82.9,z(13) n,20019,12.5,96.5,z(12) n,20020,12.5,103.3,z(11) n,20021,-12.5,21.7,z(11) n,20022,-12.5,28.5,z(12) n,20023,-12.5,42.1,z(13) n,20024,-12.5,48.9,z(14)

n,20025,-12.5,59.1,z(15)+ygd(18) n,20026,-12.5,65.9,z(15)+ygd(19) n,20027,-12.5,76.1,z(14) n,20028,-12.5,82.9,z(13) n,20029,-12.5,96.5,z(12) n,20030,-12.5,103.3,z(11)

n,20000,0,62.5,z(15) !(中撑中点) !风撑1（倒K撑） type,5 mat,5

SECTYPE,500, beam,ctube,windc !定义风撑的形状为空心圆

secdata,0.486,0.50 !赋予截面形状参数,!直径按1.0米计算厚度为1.4厘米 secnum,500 !调用截面 !生成风撑单元 !风撑1（倒K撑） e,20002,10404,90000 e,20002,10414,90000 e,20002,10304,90000 e,20002,10314,90000 !风撑2（倒K撑） e,20004,10704,90000 e,20004,10714,90000 e,20004,10604,90000 e,20004,10614,90000 !风撑3（中撑X撑） e,20000,20015,90000 e,20000,20016,90000 e,20000,20025,90000 e,20000,20026,90000

!风撑4（k撑） e,20007,11104,90000 e,20007,11114,90000 e,20007,11204,90000 e,20007,11214,90000 !风撑5（k撑） e,20009,11404,90000 e,20009,11414,90000 e,20009,11504,90000 e,20009,11514,90000 cm,fc,elem esel,none

!*********************************************************************** !连接拱轴线

!定义拱轴上的坐标点

n,30000,12.5,0,0 !左拱轴起点 n,30001,12.5,125,0 !左拱轴端点

n,30002,12.5,2.025,z(16) !左横梁起点 n,30003,12.5,125-2.025,z(16) !左横梁端点

n,40000,-12.5,0,0 !右拱轴起点 n,40001,-12.5,125,0 !右拱轴端点

n,40002,-12.5,2.025,z(16) !右横梁起点 n,40003,-12.5,125-2.025,z(16) !右横梁端点

*dim,zgzx,array,23 !定义拱轴线,左轴线 *dim,ygzx,array,23 !定义拱轴线,右轴线 zgzx(1)= 30000 !以下是拱轴线上的节点号 zgzx(2)= 30002 zgzx(3)= 10104 zgzx(4)= 10204 zgzx(5)= 10304 zgzx(6)= 10404 zgzx(7)= 10504 zgzx(8)= 10604 zgzx(9)= 10704 zgzx(10)=10804 zgzx(11)=20015 zgzx(12)=10904 zgzx(13)=20016 zgzx(14)=11004 zgzx(15)=11104 zgzx(16)=11204 zgzx(17)=11304

zgzx(18)=11404 zgzx(19)=11504 zgzx(20)=11604 zgzx(21)=11704 zgzx(22)=30003 zgzx(23)=30001 ygzx(1)= 40000 ygzx(2)= 40002 ygzx(3)= 10114 ygzx(4)= 10214 ygzx(5)= 10314 ygzx(6)= 10414 ygzx(7)= 10514 ygzx(8)= 10614 ygzx(9)= 10714 ygzx(10)=10814 ygzx(11)=20025 ygzx(12)=10914 ygzx(13)=20026 ygzx(14)=11014 ygzx(15)=11114 ygzx(16)=11214 ygzx(17)=11314 ygzx(18)=11414 ygzx(19)=11514 ygzx(20)=11614 ygzx(21)=11714 ygzx(22)=40003 ygzx(23)=40001

n,90001,12.5,0,30 !钢管左轴线参考点 n,90002,-12.5,0,30 !钢管左轴线参考点 type,1 mat,1 r,2000 secnum,1

*do,i,1,22 !生成拱轴单元（钢管） e,zgzx(i),zgzx(i+1),90001 e,ygzx(i),ygzx(i+1),90002 *enddo

cm,gzgg,elem !生成组 esel,none type,2 mat,2 r,2001

secnum,2

*do,i,1,22 !生成拱轴单元（混凝土） e,zgzx(i),zgzx(i+1),90001 e,ygzx(i),ygzx(i+1),90002 *enddo

cm,gzhnt,elem !生成组 esel,none

!***************************************************************************** !建立拱轴底座 type,9 !30#混凝土 r,6 real,6 mat,9

SECTYPE,70, beam, rect,dizuo !定义截面形状 secdata,1.4,4 !赋予截面形状参数 secnum,70 !调用截面

e,30001,30003,90001 !拱轴底座 e,40001,40003,90002 e,30000,30002,90001 e,40000,40002,90002 cm,gzdz,elem !生成组 esel,none

!***************************************************************************** !建立盖梁

ngen,2,2000,1,16,1,0,-2.025,0 !复制节点到拱轴线起点位置 ngen,2,100,1801,1816,1,0,2.025,0 !复制节点到拱轴线终点位置 type,7 mat,7 r,7 real,7

SECTYPE,60, beam, rect,gail !定义截面形状 secdata,4,1.6 !赋予截面形状参数

secnum,60 !调用截面

n,90005,0,0,20 !定义参考点 n,90006,0,125,20

e,1901,1902,90006 !盖梁单元125米处 e,1902,1903,90006 e,1903,1904,90006 e,1904,1905,90006 e,1905,1906,90006 e,1901,1912,90006 e,1912,1913,90006 e,1913,1914,90006

e,1914,1915,90006 e,1915,1916,90006

e,2001,2002,90005 !盖梁单元0米处 e,2002,2003,90005 e,2003,2004,90005 e,2004,2005,90005 e,2005,2006,90005 e,2001,2012,90005 e,2012,2013,90005 e,2013,2014,90005 e,2014,2015,90005 e,2015,2016,90005

cm,gailiang,elem !生成组 esel,none

!*********************************************************************** !建立墩柱

n,90003,14.5,0,0 !参考点 n,90004,-14.5,0,0 type,8 mat,8 r,8 real,8

SECTYPE,50, beam,hrec,dun !定义截面形状 secdata,3,4,0.8,0.8,0.8,0.8 !赋予截面形状参数

ngen,2,10000,2004,2014,10,0,0,-10 !墩节点 距离桥面-10米 ngen,2,10000,1904,1914,10,0,0,-10

secnum,50

e,2004,12004,90003 e,2014,12014,90004

e,1904,11904,90003 e,1914,11914,90004

cm,dunzhu,elem !生成组 esel,none

!************************************************************************** !承台单元 type,11 mat,11 r,1

SECTYPE,40, beam,rect,chengtai secdata,12.7,9 r,11 real, 11

secnum,40

ngen,2,20000,2004,2014,10,0,0,-11.5 ngen,2,20000,1904,1914,10,0,0,-11.5 ngen,2,30000,2004,2014,10,0,0,-13 ngen,2,30000,1904,1914,10,0,0,-13

e,12004,22004,90003 !生成承台单元 e,11904,21904,90003 e,12014,22014,90004 e,11914,21914,90004

e,22004,32004,90003 e,21904,31904,90003 e,22014,32014,90004 e,21914,31914,90004 cm,chtai,elem !生成组 esel,none

!******************************************************************** !横系梁 type,9 mat,9 r,9 real,9

n,90007,12.5,0,10 !参考点 n,90008,-12.5,0,10

SECTYPE,90,beam, rect,hxl !定义截面形状 secdata,3,3 !赋予截面形状参数 secnum,90 !调用截面 e,22004,22014,90007 e,21904,21914,90008 cm,hxl,elem !生成组 esel,none !

!*************************************************************************** !桩

n,50000,6.15+1.85,2.7,-13 !定义桩节点 n,50001,6.15+1.85,-2.7,-13 n,50002,6.15+1.85+4.5,2.7,-13 n,50003,6.15+1.85+4.5,-2.7,-13 n,50004,6.15+12.7-1.85,2.7,-13 n,50005,6.15+12.7-1.85,-2.7,-13 nsel,s,,,50000,50005,1 nsym,x,10,50000,50005,1

allsel

ngen,2,100,50000,50015,1,0,125,0 !首先生成平面内的24个节点 ! 每3米生成一层节点(共8层) ngen,10,1000,50000,51000,1,0,0,-2.5 !生成桩单元 esel,none type,11 mat,11 r,11 real,11

SECTYPE,20, beam,csolid,pier secdata,0.9 secnum,20 *do,i,0,8,1 *do,k,0,5,1

e,50000+k+i*1000,50000+k+(i+1)*1000 ,90003

e,50000+k+10+i*1000,50000+k+10+(i+1)*1000 ,90003 e,50000+k+100+i*1000,50000+k+100+(i+1)*1000,90003 e,50000+k+110+i*1000,50000+k+110+(i+1)*1000,90003 *enddo *enddo

cm,zhuang,elem !生成组 esel,none

!***************************************************************** !在桩上施加弹簧单元

!第一层距离承台-3米 317-340

!计算弹簧的弹性系数 m的具体计算方法参照本书斜拉桥建模部分 d=1.8 kf=0.9 k0=1+1/d

b1=0.6 !和每排桩数有关的系数,当为2排时,为0.6 L1=3.6 !桩间净距

h1=3*(d+1) !桩在地面或冲刷线下的计算深 k=b1+(1-b1)/0.6*L1/h1 B=Kf*k0*k*d !换算宽度

!第1层土 粉质量粘土 m=8 厚度5 !第2层土 粘土（细砂） m=15 厚度5 !第3层土 中砂 m=20 厚度5 !第4层土 粘土 m=25 厚度5 !第5层 基岩 c0=300 厚度10米 *dim,m,array,5 m(1)=8 m(2)=15

m(3)=20 m(4)=25

m(5)=4000 !基岩系数 *dim,h,array,5

h(1)=5 !第一层土的厚度 h(2)=5 h(3)=5 h(4)=5 h(5)=10

*dim,c,array,4 c(1)=m(1)*h(1)

c(2)=m(2)*(h(1)+h(2))

c(3)=m(3)*(h(1)+h(2)+h(3))

c(4)=m(4)*(h(1)+h(2)+h(3)+h(4)) *dim,e,array,4 !弹簧弹性系数 e(1)=0.5*c(1)*h(1)*B*1e6 *do,i,2,4,1

e(i)=0.5*(c(i-1)+c(i))*h(i)*B*1e6 *enddo

et,20,combin14 !弹簧单元

r,20,e(1) !第1层土的弹性系数 r,30,e(2) !第2层土的弹性系数 r,40,e(3) !第3层土的弹性系数 r,50,e(4) !第4层土的弹性系数

r,60,m(5)*3.1415926*B*B/4*1e6 !基础岩石弹性系数 !第1层底部距离承台-5米

ngen,2,10000,51000,51115,1,1,0,0 !x 方向 ngen,2,20000,51000,51115,1,0,1,0 !y 方向 !ngen,2,30000,51000,51115,1,0,0,1 !z 方向 type,20 real,20 *do,i,0,5,1

e,51000+i,51000+i+10000

e,51000+i+10,51000+i+10+10000 e,51100+i,51100+i+10000 ! x e,51100+i+10,51100+i+10+10000 e,51000+i,51000+i+20000

e,51000+i+10,51000+i+10+20000 e,51100+i,51100+i+20000 !y

e,51100+i+10,51100+i+10+20000 *enddo

cm,spring1,elem esel,none

!第2层底部距离承台-10米 ngen,2,10000,53000,53115,1,1,0,0 !x 方向

ngen,2,20000,53000,53115,1,0,1,0 !y 方向

!ngen,2,30000,53000,53115,1,0,0,1 !z 方向 type,20 real,30 *do,i,0,5,1

e,53000+i+10,53000+i+10+10000 e,53000+i,53000+i+10000 e,53100+i,53100+i+10000 ! x e,53100+i+10,53100+i+10+10000 e,53000+i,53000+i+20000

e,53000+i+10,53000+i+10+20000 e,53100+i,53100+i+20000

e,53100+i+10,53100+i+10+20000 !y *enddo

cm,spring2,elem esel,none

!第3层距离承台-15米

ngen,2,10000,55000,55115,1,1,0,0 !x 方向 ngen,2,20000,55000,55115,1,0,1,0 !y 方向 type,20 real,40 *do,i,0,5,1

e,55000+i,55000+i+10000

e,55000+i+10,55000+i+10+10000 e,55100+i,55100+i+10000 ! x e,55100+i+10,55100+i+10+10000 e,55000+i,55000+i+20000

e,55000+i+10,55000+i+10+20000 e,55100+i,55100+i+20000 !y

e,55100+i+10,55100+i+10+20000 *enddo

cm,spring3,elem esel,none

!!第4层距离承台-20米

ngen,2,10000,57000,57115,1,1,0,0 !x 方向 ngen,2,20000,57000,57115,1,0,1,0 !y 方向 type,20

real,50 *do,i,0,5,1

e,57000+i+10,57000+i+10+10000 e,57100+i,57100+i+10000 ! x e,57100+i+10,57100+i+10+10000 e,57000+i,57000+i+10000 e,57000+i,57000+i+20000

e,57000+i+10,57000+i+10+20000 e,57100+i,57100+i+20000 !y

e,57100+i+10,57100+i+10+20000 *enddo

cm,spring4,elem esel,none

!!第5层距离承台-22.5米

ngen,2,10000,58000,58115,1,1,0,0 !x 方向 ngen,2,20000,58000,58115,1,0,1,0 !y 方向 type,20 real,60 *do,i,0,5,1

e,58000+i+10,58000+i+10+10000 e,58000+i,58000+i+10000 e,58100+i,58100+i+10000 ! x e,58100+i+10,58100+i+10+10000 e,58000+i,58000+i+20000

e,58000+i+10,58000+i+10+20000 e,58100+i,58100+i+20000 !y

e,58100+i+10,58100+i+10+20000 *enddo

cm,spring5,elem esel,none

!!第6层距离承台-25米

ngen,2,10000,59000,59115,1,1,0,0

ngen,2,10000,59000,59115,1,1,0,0 !x 方向 ngen,2,20000,59000,59115,1,0,1,0

ngen,2,20000,59000,59115,1,0,1,0 !y 方向 ngen,2,30000,59000,59115,1,0,0,-1

ngen,2,30000,59000,59115,1,0,0,-1 !z 方向 type,20 real,60 *do,i,0,5,1

e,59000+i,59000+i+10000

e,59000+i+10,59000+i+10+10000

e,59100+i,59100+i+10000 ! x e,59100+i+10,59100+i+10+10000 e,59000+i,59000+i+20000

e,59000+i+10,59000+i+10+20000 e,59100+i,59100+i+20000 !y

e,59100+i+10,59100+i+10+20000 e,59000+i,59000+i+30000

e,59000+i+10,59000+i+10+30000 e,59100+i,59100+i+30000 !z

e,59100+i+10,59100+i+10+30000 *enddo

cm,spring6,elem allsel

!*********************************************************************** !剔除不需要进行对称复制的单元 allsel

nsel,s,loc,z,-50,-0.01 nsel,r,loc,y,-10,10 cm,zdnode,node esln,s,,all

cm,zdelem,elem allsel

nsel,u,,,zdnode

nsym,y,100000,all !节点对称 allsel

ESEL,U,,,zdelem

ESYM,,100000,ALL !见图11-5 ALLSEL

!图11-5 全桥单元模型图

!*********************************************************************** !定义系杆单元（全桥通长） !系杆单元

!定义系杆的参数（每根系杆都采用8束27*7*d5高强钢丝） xgarea=8*27*7*3.1415926*0.25*0.005*0.005 !系杆集束面积 exg=1.95e11 *dim,fxg,array,2 *dim,Llast,array,2 *dim,Listrn,array,2 *dim,detL,array,2 xgyl=0.3*1860*1e6 xgl=xgyl*xgarea

fxg(1)=xgl !施加的预应力 fxg(2)=xgl !施加的预应力 Lzero=250 !0应力时单元长度 *do,i,1,2,1

detL(i)=Lzero*Fxg(i)/(exg*xgarea) Llast(i)=Lzero+detL(i) !单元最终长度 Listrn(i)=detl(i)/Llast(i) r,i+100,xgarea,Listrn(i) *enddo type,10 mat,10 real,101

e,30001,130001 !系杆1 250米 real,102

e,40001,140001 !系杆2 250米. cm,xigan,elem esel,none allsel

!********************************************************************* !将盖梁和拱轴交界点进行节点耦合,放松uy,和rotx cp,1,ux,2004,30000 cp,1,uy,2004,30000 cp,next,uz,2004,30000 cp,next,roty,2004,30000 cp,next,rotz,2004,30000 cp,next,ux,1904,30001 cp,next,uy,1904,30001 cp,next,uz,1904,30001 cp,next,roty,1904,30001 cp,next,rotz,1904,30001 cp,next,ux,2014,40000 cp,next,uy,2014,40000 cp,next,uz,2014,40000 cp,next,roty,2014,40000 cp,next,rotz,2014,40000 cp,next,ux,1914,40001 cp,next,uy,1914,40001 cp,next,uz,1914,40001 cp,next,roty,1914,40001 cp,next,rotz,1914,40001

cp,next,ux,101914,140001 cp,next,uy,101914,140001 cp,next,uz,101914,140001

cp,next,roty,101914,140001 cp,next,rotz,101914,140001 cp,next,ux,101904,130001 cp,next,uy,101904,130001 cp,next,uz,101904,130001 cp,next,roty,101904,130001 cp,next,rotz,101904,130001 allsel

nsel,s,,,30000,130000,100000 nsel,a,,,40000,140000,100000 nummrg,node allsel

!******************************************************************** *do,i,1,3,1

cp,next,all,1800+i,1900+i !盖梁和0#横梁耦合 *enddo allsel

*do,i,5,6,1

cp,next,all,1800+i,1900+i *enddo allsel

*do,i,1,2,1

cp,next,all,1800+i+11,1900+i+11

cp,next,all,i+11,2000+i+11,i+100000+11 *enddo allsel

*do,i,4,5,1

cp,next,all,1800+i+11,1900+i+11

cp,next,all,i+11,2000+i+11,i+100000+11 *enddo allsel

*do,i,1,3,1

cp,next,all,i,2000+i,100000+i *enddo allsel

*do,i,5,6,1

cp,next,all,i,2000+i,100000+i *enddo allsel

*do,i,1,3,1

cp,next,all,101800+i,101900+i !盖梁和0#横梁耦合 *enddo allsel

*do,i,5,6,1

cp,next,all,101800+i,101900+i allsel *enddo *do,i,1,2

cp,next,all,101800+i+11,101900+i+11 *enddo allsel

*do,i,4,5,1

cp,next,all,101800+i+11,101900+i+11 *enddo allsel

!********************************************************************** !!桩节点和承台节点耦合 nsel,s ,loc,z,-13 nsel,r ,loc,y,-3,3 nsel,r ,loc,x,8,20 cp,next,all,all allsel

nsel,s ,loc,z,-13 nsel,r ,loc,y,-3,3 nsel,r ,loc,x,-8,-20 cp,next,all,all allsel

nsel,s ,loc,z,-13 nsel,r ,loc,y,122,128 nsel,r ,loc,x,-8,-20 cp,next,all,all allsel

nsel,s ,loc,z,-13 nsel,r ,loc,y,122,128 nsel,r ,loc,x,8,20 cp,next,all,all allsel

nsel,s ,loc,z,-13

nsel,r ,loc,y,-122,-128 nsel,r ,loc,x,8,20 cp,next,all,all allsel

nsel,s ,loc,z,-13

nsel,r ,loc,y,-122,-128 nsel,r ,loc,x,-8,-20 cp,next,all,all allsel

!**********************************************************************

!将吊杆转动进行放松 *do,i,1,17,1

cp,next,ux,i*100+4,i*100+4+3000

cp,next,ux,i*100+4+6000,i*100+4+10000 cp,next,uy,i*100+4,i*100+4+3000

cp,next,uy,i*100+4+6000,i*100+4+10000 cp,next,uz,i*100+4,i*100+4+3000

cp,next,uz,i*100+4+6000,i*100+4+10000 cp,next,ux,i*100+4+10,i*100+4+3000+10

cp,next,ux,i*100+4+6000+10,i*100+4+10000+10 cp,next,uy,i*100+4+10,i*100+4+3000+10

cp,next,uy,i*100+4+6000+10,i*100+4+10000+10 cp,next,uz,i*100+4+10,i*100+4+3000+10

cp,next,uz,i*100+4+6000+10,i*100+4+10000+10 cp,next,ux,i*100+4+100000,i*100+4+3000+100000

cp,next,ux,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,uy,i*100+4+100000,i*100+4+3000+100000

cp,next,uy,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,uz,i*100+4+100000,i*100+4+3000+100000

cp,next,uz,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,ux,i*100+4+100000+10,i*100+4+3000+100000+10

cp,next,ux,i*100+4+6000+100000+10,i*100+4+10000+100000+10 cp,next,uy,i*100+4+100000+10,i*100+4+3000+100000+10

cp,next,uy,i*100+4+6000+100000+10,i*100+4+10000+100000+10 cp,next,uz,i*100+4+100000+10,i*100+4+3000+100000+10

cp,next,uz,i*100+4+6000+100000+10,i*100+4+10000+100000+10 *enddo allsel

!********************************************************************** !将土弹簧的一端约束 allsel

!nsel,u,,,erase nsel,s,loc,x,13.5 nsel,a,loc,x,9 nsel,a,loc,x,18 nsel,a,loc,x,-11.5 nsel,a,loc,x,-7 nsel,a,loc,x,-16 nsel,a,loc,y,3.7 nsel,a,loc,y,-1.7 nsel,a,loc,y,128.7 nsel,a,loc,y,123.3 nsel,a,loc,y,-128.7

nsel,a,loc,y,-123.3 nsel,r,loc,z,-40,-13 d,all,all allsel

nsel,s,loc,z,-36.5 d,all,all

/color,pbak,off /replot allsel

nsel,s,loc,y,0 nsel,r,loc,z,0 nummrg,node,all esel,none allsel

!********************************************************************** !工况1 不包括桥面板时，求横梁和纵梁的总重量 /solu allsel

mpdele,dens,all mp,dens,3,2600 mp,dens,4,2600 acel,,,9.8 pstres,on solve save

! 总重量 ：0.65064E+08 N

!*********************************************************************** !工况2 恒载下调节预拱度

首先只有拱肋自重作用下的拱的变位 /solu allsel

mpdele,dens,3,11,1 mp,dens,1,7800 mp,dens,2,2600 *do,i,1,17,1

r,1000+i,dgarea,0 *enddo

r,101,xgarea,0 r,102,xgarea,0 acel,,,9.8 solve

!*********************************************************************** !工况3一期恒载（包括桥面板）作用下的无预应力状态 /solu

allsel

*do,i,1,17,1

r,1000+i,dgarea,0 *enddo

r,101,xgarea,0 r,102,xgarea,0 r,101,xgarea,0 r,102,xgarea,0

qmb=(250/1.5)*32/6.8*5*1000*9.8 !桥面板的总重量 38431372.5 N acel,,,9.8

mpdele,dens,3,4,1 mp,dens,1,7800 mp,dens,2,2600 mp,dens,3,4167.7

mp,dens,4,4167.7 !加上混凝土桥面板后的换算质量密度 mp,dens,5,7800 !风撑特性 mp,dens,6,7800 !吊杆特性 mp,dens,7,2600 mp,dens,8,2600 mp,dens,9,2600

mp,dens,10,7800 !系杆质量密度特性 mp,dens,11,2600 solve

!拱角位移 0.05米

!********************************************************************** !工况4 /solu allsel acel,,,9.8

r,101,xgarea,Listrn(1)*1.3

r,102,xgarea,Listrn(2)*1.3 !采用单控，即：先调节系杆 pstres,on solve

! 0.3倍应力极限时的拉力为 16565931.9N

!拱角的位移为 -0.001487 (合乎要求）

!*********************************************************************** !工况5一期恒载下计算调平 /solu allsel

r,1001,dgarea,1.6787E-03+7.64E-05 r,1002,dgarea,1.7538E-03+8.48E-07 r,1003,dgarea,1.7457E-03+1.03E-06 r,1004,dgarea,1.7400E-03+2.71E-06 r,1005,dgarea,1.7292E-03+6.17E-06

r,1006,dgarea,1.7303E-03+6.37E-06 r,1007,dgarea,1.7267E-03+6.47E-06 r,1008,dgarea,1.7279E-03+7.69E-06 r,1009,dgarea,1.7365E-03+7.91E-06 r,1010,dgarea,1.7277E-03+7.81E-06 r,1011,dgarea,1.7263E-03+6.56E-06 r,1012,dgarea,1.7299E-03+6.24E-06 r,1013,dgarea,1.7290E-03+5.53E-06 r,1014,dgarea,1.7412E-03+2.03E-06 r,1015,dgarea,1.7504E-03+3.03E-06 r,1016,dgarea,1.7587E-03+1.28E-05 r,1017,dgarea,1.6143E-03+4.90E-05 pstres,on solve finish

!********************************************************************** /solu /solu

ANTYPE,BUCKLE !稳定分析 BUCOPT, SUBSP,4, OUTPR,NSOL,ALL save solve finish /solu expass,on mxpand,4,,, outpr,all outres solve finish

!查看.OUT文件，稳定系数为：5.24 save finish

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