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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