Fortran语言编写的有限元结构程序.docx
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Fortran语言编写的有限元结构程序.docx
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Fortran语言编写的有限元结构程序
算例一计算简图及结果输出
用平面刚架静力计算程序下图结构的内力。
各杆EA,EI相同。
已知:
642
EA=4.010KN,EI=1.610KNm
⨯⨯∙
计算简图如下:
(1输入原始数据
控制参数3,5,8,7,1,2(NE,NJ,N,NW,NPJ,NPF
结点坐标集结点未知量编号0.0,0.0,0,00.0,4.0,1,2,30.0,4.0,1,2,44.0,4.0,5,6,74.0,0.0,0,0,8
单元杆端结点编号及单元EA、EI1,2,4.0E+06,1.6E+043,4,4.0E+06,1.6E+045,4,4.0E+06,1.6E+04
结点荷载7.0,-15.
非结点荷载1.0,2.0,2.0,-
2.0,1.0,4.0,-25.0
(2输出结果
NE=3NJ=5N=8NW=7NPJ=1NPF=2NODEXYXXYYZZ
10.00000.0000000
20.00004.0000123
30.00004.0000124
44.00004.0000
5
67
54.00000.0000008
ELEMENTNODE-INODE-JEAEI
11
20.400000E+070.160000E+05
2340.400000E+070.160000E+05
35
40.400000E+070.160000E+05
CODEPX-PY-PM
7.-15.0000
ELEMENTINDAQ
1.2.2.0000-18.0000
2.1.4.0000-25.0000
NODEUVCETA
10.000000E+000.000000E+000.000000E+00
2-0.221743E-02-0.464619E-04-0.139404E-02
3-0.221743E-02-0.464619E-0
40.357876E-02
4-0.222472E-02-0.535381E-04-0.298554E-02
50.000000E+000.000000E+000.658499E-03
ELEMENTNQM
1N1=46.4619Q1=10.7119M1=-6.8477
N2=-46.4619Q2=7.2881M2=0.0000
2N1=7.2881Q1=46.4619M1=0.0000
N2=-7.2881Q2=53.5381M2=14.1523
3N1=53.5381Q1=7.2881M1=0.0000
N2=-53.5381Q2=-7.2881M2=-29.1523
算例二计算简图及结果输出
用平面刚架静力计算程序下图结构的内力。
已知:
桁架单元的抗拉刚度为6
EA=2.010KN
⨯,平面刚架单元的抗拉刚度为已知:
6
EA=4.010KN
⨯,抗弯刚度为42
EI=1.8410KNm
⨯∙。
计算简图如下:
(1输入原始数据
控制参数5,4,8,7,0
(NE,NJ,N,NW,NPJ,NPF
结点坐标集结点未知量编号0.0,0.0,0,04.0,0.0,2,3,44.0,-3.0,5,6,08.0,0.0,7,0,8
单元杆端结点编号及单元EA、EI1,2,6.0E+06,1.84E+052,4,6.0E+06,1.84E+053,1,2.0E+06,0.0
3,2,2.0E+06,0.0
3,4,2.0E+06,0.0
非结点荷载1.0,1.0,4.0,-
(2输出结果
NE=5NJ=4N=8NW=7NPJ=0NPF=1NODEXYXXYYZZ
10.00000.0000001
24.00000.00002
34
34.0000-3.0000560
48.00000.0000708
ELEMENTNODE-INODE-JEAEI
11
20.600000E+070.184000E+06
2240.600000E+070.184000E+06
3310.200000E+070.000000E+00
4320.200000E+070.000000E+00
5340.200000E+070.000000E+00
ELEMENTINDAQ
1.1.4.0000-20.0000
NODEUVCETA
10.000000E+000.000000E+000.312593E-03
2-0.202759E-04-0.253871E-0
3-0.144928E-03
3-0.202759E-0
4-0.185440E-030.000000E+00
4-0.405518E-040.000000E+00-0.227378E-04
ELEMENTNQM
1N1=30.4138Q1=37.1896M1=0.0000
N2=-30.4138Q2=42.8104M2=11.2415
2N1=30.4138Q1=2.8104M1=-11.2415
N2=-30.4138Q2=-2.8104M2=0.0000
3N1=-38.0173Q1=0.0000M1=0.0000
N2=38.0173Q2=0.0000M2=0.0000
4N1=45.6207Q1=0.0000M1=0.0000
N2=-45.6207Q2=0.0000M2=0.0000
5N1=-38.0173Q1=0.0000M1=0.0000
N2=38.0173Q2=0.0000M2=0.0000
C主程序
C(一输入原始数据
DIMENSIONJE(2,100,JN(3,100,JC(6,EA(100,EI(100,X(100,
$Y(100,PJ(2,50,PF(4,100
REAL*8KE(6,6,KD(6,6,T(6,6,P(300,KB(200,20,F(6,FO(6,
$D(6,BL,SI,CO,S,C
OPEN(5,FILE='RPF1.TXT'
open(6,file='jieguo1.dat',status='new'
READ(5,*NE,NJ,N,NW,NPJ,NPF
READ(5,*(X(J,Y(J,(JN(I,J,I=1,3,J=1,NJ
READ(5,*((JE(I,J,I=1,2,EA(J,EI(J,J=1,NE
IF(NPJ.NE.0READ(5,*((PJ(I,J,I=1,2,J=1,NPJ
IF(NPF.NE.0READ(5,*((PF(I,J,I=1,4,J=1,NPF
WRITE(6,10NE,NJ,N,NW,NPJ,NPF
WRITE(6,20(J,X(J,Y(J,(JN(I,J,I=1,3,J=1,NJ
WRITE(6,30(J,(JE(I,J,I=1,2,EA(J,EI(J,J=1,NE
IF(NPJ.NE.0WRITE(6,40((PJ(I,J,I=1,2,J=1,NPJ
IF(NPF.NE.0WRITE(6,50((PF(I,J,I=1,4,J=1,NPF
10FORMAT(/6X,'NE=',I5,2X,'NJ=',I5,2X,'N=',I5,2X,'NW=',I5,2X,
$'NPJ=',I5,2X,'NPF='I5
20FORMAT(/7X,'NODE',7X,'X',11X,'Y',12X,'XX',8X,'YY',8X,'ZZ'/
$(1X,I10,2F12.4,3I10
30FORMAT(/4X,'ELEMENT',4X,'NODE-I',4X,'NODE-J',11X,'EA',13X,'EI'/
$(1X,3I10,2E15.6
40FORMAT(/7X,'CODE',7X,'PX-PY-PM'/(1X,F10.0,F15.4
50FORMAT(/4X,'ELEMENT',7X,'IND',10X,'A',14X,'Q',/
$(1X,2F10.0,2F15.4
C(二形成总结点荷载向量
DO55I=1,N
55P(I=0.00
IF(NPJ.EQ.0GOTO65
DO60I=1,NPJ
L=PJ(1,I
60P(L=PJ(2,I
65IF(NPF.EQ.0GOTO90
DO70I=1,NPF
M=PF(1,I
CALLSCL(M,NE,NJ,BL,SI,CO,JE,X,Y
CALLEFX(I,NPF,BL,PF,FO
CALLCTM(SI,CO,T
CALLEJC(M,NE,NJ,JE,JN,JC
DO75L=1,6
S=0.00
DO80K=1,6
80S=S-T(K,L*FO(K
F(L=S
75CONTINUE
DO85J=1,6
L=JC(J
IF(L.EQ.0GOTO85
P(L=P(L+F(J
85CONTINUE
70CONTINUE
C(三形成整体刚度矩阵
90DO95I=1,N
DO100J=1,NW
100KB(I,J=0.00
95CONTINUE
DO105M=1,NE
CALLSCL(M,NE,NJ,BL,SI,CO,JE,X,YCALLCTM(SI,CO,T
CALLESM(M,NE,BL,EA,EI,KD
CALLEJC(M,NE,NJ,JE,JN,JC
DO110I=1,6
DO115J=1,6
S=0.00
DO120L=1,6
DO125K=1,6
125S=S+T(L,I*KD(L,K*T(K,J
120CONTINUE
KE(I,J=S
115CONTINUE
110CONTINUE
DO130L=1,6
I=JC(L
IF(I.EQ.0GOTO130
DO135K=1,6
J=JC(K
IF(J.EQ.0.OR.J.LT.IGOTO135
JJ=J-I+1
KB(I,JJ=KB(I,JJ+KE(L,K
135CONTINUE
130CONTINUE
105CONTINUE
C(四解线性方程组
N1=N-1
DO140K=1,N1
IM=K+NW-1
IF(N.LT.IMIM=N
I1=K+1
DO145I=I1,IM
L=I-K+1
C=KB(K,L/KB(K,1
JM=NW-L+1
DO150J=1,JM
JJ=J+I-K
150KB(I,J=KB(I,J-C*KB(K,JJ
145P(I=P(I-C*P(K
140CONTINUE
P(N=P(N/KB(N,1
DO155K=1,N1
I=N-K
JM=K+1
IF(NW.LT.JMJM=NW
DO160J=2,JM
L=J+I-1
160P(I=P(I-KB(I,J*P(L
155P(I=P(I/KB(I,1
WRITE(6,165
165FORMAT(/7X,'NODE',10X,'U',14X,'V',11X,'CETA'DO170I=1,NJ
D
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- Fortran 语言 编写 有限元 结构 程序
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