平面杆结构代码Word文件下载.docx
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平面杆结构代码Word文件下载.docx
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READ(1,*)(LOC(I,1),LOC(I,2),AREA(I),FINT(I),I=1,NE)
WRITE(2,106)
106FORMAT(/1X,'
ELEMENTNODE1NODE2AREAFINT'
WRITE(2,107)(I,LOC(I,1),LOC(I,2),AREA(I),FINT(I),I=1,NE)
107FORMAT(1X,3I6,2E12.4)
READ(1,*)(CX(I),CY(I),I=1,NN)
WRITE(2,108)
108FORMAT(/4X,'
NODEX-COORDY-COORD'
WRITE(2,109)(I,CX(I),CY(I),I=1,NN)
109FORMAT(4X,I3,3X,2E12.4)
READ(1,*)(IFIX(K),K=1,NFIX)
WRITE(2,110)(IFIX(K),K=1,NFIX)
110FORMAT(/3X,'
IFIX='
6I4)
CALLCST(LOC,IFIX,AREA,FINT,CX,CY,F,FR,FE)
WRITE(2,111)
111FORMAT(/4X,'
NODE'
5X,'
X-DISP'
8X,'
Y-DISP'
9X,'
THITA'
WRITE(2,112)(I,F(3*I-2),F(3*I-1),F(3*I),I=1,NN)
112FORMAT(2X,I5,3E15.6)
!
WRITE(2,113)
113FORMAT(/4X,'
REACTIONNODALFORCESFROMTHEEQUATION'
/4X,'
X-LOAD'
Y-LOAD'
MOMENT'
WRITE(2,114)(I,FR(3*I-2),FR(3*I-1),FR(3*I),I=1,NN)
114FORMAT(2X,I5,3E15.6)
WRITE(2,115)
115FORMAT(/4X,'
ELEMENT'
4X,'
AI-F'
7X,'
SHEAR-Q'
MOMENT-M'
DO10I=1,NE
10WRITE(2,116)I,FE(I,1),FE(I,2),FE(I,3),FE(I,4),FE(I,5),FE(I,6)
116FORMAT(2X,I4,3E15.6/6X,3E15.6)
STOP
END
SUBROUTINECST(LOC,IFIX,AREA,FINT,CX,CY,F,FR,FE)!
子程序
DIMENSIONLOC(NE,2),IFIX(NFIX),AREA(NE),FINT(NE),CX(NN),CY(NN),F(ND),FR(ND),F1(ND),&
FE(NE,6),P1(NE,6),P2(NE,6),GK(ND,ND),GK1(ND,ND),AL(NE),TT(NE,6,6),BKL(NE,6,6),&
T(6,6),CSS(NE),SNN(NE),EK(6,6),EKL(6,6),EKK(NE,6,6),XX(6),BA(6,6)
DO1I=1,NE
DO1J=1,6
P1(I,J)=0.0
P2(I,J)=0.0
1CONTINUE
DO2I=1,ND
F(I)=0.0
F1(I)=0.0
FR(I)=0.0
2CONTINUE
DO5I=1,NE!
计算杆长l和cos和sin
I1=LOC(I,1)
I2=LOC(I,2)
X12=CX(I2)-CX(I1)
Y12=CY(I2)-CY(I1)
AL(I)=SQRT(X12**2+Y12**2)
CSS(I)=X12/AL(I)
SNN(I)=Y12/AL(I)
5CONTINUE
READ(1,*)NP,NVD!
输入集中荷载作用点数和均布荷载个数
IF(NP.EQ.0)GOTO15
输入集中荷载
DO10II=1,NP
READ(1,*)I,F(3*I-2),F(3*I-1),F(3*I)!
输入均布荷载
10CONTINUE
15CONTINUE!
计算均布荷载引起的节点力
IF(NVD==0)GOTO25
DO20II=1,NVD
READ(1,*)IE,Q
I1=LOC(IE,1)
I2=LOC(IE,2)
P1(IE,2)=Q*AL(IE)/2.
P1(IE,3)=Q*AL(IE)**2/12.
P1(IE,5)=Q*AL(IE)/2.
P1(IE,6)=-Q*AL(IE)**2/12.
20CONTINUE
25CONTINUE
DO30I=1,ND
DO30J=1,ND
30GK(I,J)=0.0!
整体刚置为0
DO100I=1,NE
DO35J=1,6
DO35K=1,6
EKL(J,K)=0.0
EK(J,K)=0.0
35T(J,K)=0.0
EAL=E*AREA(I)/AL(I)!
计算局部坐标下的单元刚度
EIL1=E*FINT(I)/AL(I)
EIL2=E*FINT(I)/AL(I)**2
EIL3=E*FINT(I)/AL(I)**3
EKL(1,1)=EAL
EKL(2,2)=12.*EIL3
EKL(3,3)=4.*EIL1
EKL(4,4)=EAL
EKL(5,5)=12.*EIL3
EKL(6,6)=4.*EIL1
EKL(3,2)=6.*EIL2
EKL(4,1)=-EAL
EKL(5,2)=-12.*EIL3
EKL(5,3)=-6.*EIL2
EKL(6,2)=6.*EIL2
EKL(6,3)=2.*EIL1
EKL(6,5)=-6.*EIL2
DO50II=1,5
DO50JJ=II+1,6
50EKL(II,JJ)=EKL(JJ,II)
DO55K=1,6
DO55L=1,6
EKK(I,K,L)=EKL(K,L)
WRITE(2,140)I,K,L,EKL(K,L),EKK(I,K,L)
140FORMAT(IX,'
IKL,EK'
3I4,2E12.5)
55CONTINUE
T(1,1)=CSS(I)!
计算转换矩阵(局部坐标)
T(1,2)=-SNN(I)
T(2,1)=SNN(I)
T(2,2)=CSS(I)
T(3,3)=1.0
T(4,4)=CSS(I)
T(4,5)=-SNN(I)
T(5,4)=SNN(I)
T(5,5)=CSS(I)
T(6,6)=1.0
DO60J=1,6!
整体坐标下的节点力
DO60K=1,6
TT(I,J,K)=T(J,K)
60P2(I,J)=P2(I,J)+T(J,K)*P1(I,K)
DO65II=1,6!
整体坐标下的单元刚度
DO65J=1,6
BA(II,J)=0.0
DO65K=1,6
BA(II,J)=BA(II,J)+TT(I,II,K)*EKL(K,J)
65CONTINUE
DO70II=1,6
DO70J=1,6
EK(II,J)=0.0
DO70K=1,6
EK(II,J)=EK(II,J)+BA(II,K)*TT(I,J,K)
70CONTINUE
WRITE(2,120)((I,II,J,EK(II,J),TT(I,II,J),II=1,6),J=1,6)
120FORMAT(1X,'
I,II,J,EK,TT='
DO85INODE=1,2!
组装K和F
NODEI=LOC(I,INODE)
DO85IDOFN=1,3
NROWS=(NODEI-1)*3+IDOFN
NROWE=(INODE-1)*3+IDOFN
F(NROWS)=F(NROWS)+P2(I,NROWE)
DO85JNODE=1,2
NODEJ=LOC(I,JNODE)
DO85JDOFN=1,3
NCOLS=(NODEJ-1)*3+JDOFN
NCOLE=(JNODE-1)*3+JDOFN
85GK(NROWS,NCOLS)=GK(NROWS,NCOLS)+EK(NROWE,NCOLE)
100CONTINUE
DO88I=1,ND
F1(I)=F(I)
DO88J=1,ND
88GK1(I,J)=GK(I,J)
WRITE(2,160)
160FORMAT(/4X,'
NODEFORCESFROMAPPLIEDLOADS'
WRITE(2,165)(I,F(3*I-2),F(3*I-1),F(3*I),I=1,NN)
165FORMAT(2X,I5,3E15.6)
WRITE(2,170)((I,J,GK(I,J),J=1,ND),I=1,ND)
170FORMAT(1X,'
I,J,GK1'
2I4,E12.5,2X,2I4,E12.5)
DO90I=1,NFIX
IX=IFIX(I)
GK(IX,IX)=GK(IX,IX)*1.0E15
F(IX)=0.0
90CONTINUE
CALLGAUSS(GK,F,ND)
DO92I=1,ND
DO94J=1,ND
94FR(I)=FR(I)+GK1(I,J)*F(J)
92FR(I)=FR(I)-F1(I)
DO95I=1,NE!
计算各杆端内力
XX
(1)=F(3*I1-2)
XX
(2)=F(3*I1-1)
XX(3)=F(3*I1)
XX(4)=F(3*I2-2)
XX(5)=F(3*I2-1)
XX(6)=F(3*I2)
DO96J=1,6
DO96K=1,6
BKL(I,J,K)=0.0
DO96L=1,6
BKL(I,J,K)=BKL(I,J,K)+EKK(I,J,L)*TT(I,K,L)
96CONTINUE
DO97J=1,6
FE(I,J)=0.0
DO97K=1,6
FE(I,J)=FE(I,J)+BKL(I,J,K)*XX(K)
97CONTINUE
DO98J=1,6
98FE(I,J)=FE(I,J)-P1(I,J)
95CONTINUE
RETURN
SUBROUTINEGAUSS(A,B,N)!
高斯求解线性方程组
DIMENSIONA(N,N),B(N)
DO1I=1,N
I1=I+1
DO10J=I1,N
10A(I,J)=A(I,J)/A(I,I)
B(I)=B(I)/A(I,I)
A(I,I)=1.0
DO20J=I1,N
DO30M=I1,N
30A(J,M)=A(J,M)-A(J,I)*A(I,M)
20B(J)=B(J)-A(J,I)*B(I)
DO40I=N-1,1,-1
DO50J=I+1,N
50B(I)=B(I)-A(I,J)*B(J)
40CONTINUE
输入数据文件:
8,9,24,6,200000000.0
1,2,0.00763,0.00015760
2,3,0.00763,0.00015760
3,4,0.00763,0.00015760
5,6,0.00763,0.00015760
6,7,0.00763,0.00015760
7,8,0.00763,0.00015760
2,6,0.00763,0.00015760
3,7,0.00763,0.00015760
4,8,0.00763,0.00015760
0.0,0.0
0.0,3.9
0.0,7.5
0.0,11.1
6.0,0.0
6.0,3.9
6.0,7.5
6.0,11.1
1,2,3,13,14,15
3,3
2,30.0,0.0,0.0
3,30.0,0.0,0.0
4,30.0,0.0,0.0
7,-60.0
8,-60.0
9,-60.0
输出数据文件
NNNENDNFIXE
89246.2000E+09
ELEMENTNODE1NODE2AREAFINT
112.7630E-02.1576E-03
223.7630E-02.1576E-03
334.7630E-02.1576E-03
456.7630E-02.1576E-03
567.7630E-02.1576E-03
678.7630E-02.1576E-03
726.7630E-02.1576E-03
837.7630E-02.1576E-03
948.7630E-02.1576E-03
NODEX-COORDY-COORD
1.0000E+00.0000E+00
2.0000E+00.3900E+01
3.0000E+00.7500E+01
4.0000E+00.1110E+02
5.6000E+01.0000E+00
6.6000E+01.3900E+01
7.6000E+01.7500E+01
8.6000E+01.1110E+02
IFIX=123131415
NODEFORCESFROMAPPLIEDLOADS
NODEX-LOADY-LOADMOMENT
1.000000E+00.000000E+00.000000E+00
2.300000E+02-.180000E+03-.180000E+03
3.300000E+02-.180000E+03-.180000E+03
4.300000E+02-.180000E+03-.180000E+03
5.000000E+00.000000E+00.000000E+00
6.000000E+00-.180000E+03.180000E+03
7.000000E+00-.180000E+03.180000E+03
8.000000E+00-.180000E+03.180000E+03
NODEX-DISPY-DISPTHITA
1.299499E-17-.119097E-17-.253057E-17
2.137484E-01-.119097E-02-.551459E-02
3.282368E-01-.194928E-02-.358684E-02
4.372187E-01-.234407E-02-.492083E-02
5.111199E-16-.156919E-17-.461612E-17
6.137660E-01-.156919E-02-.135696E-02
7.282603E-01-.250943E-02-.153134E-02
8.368989E-01-.296392E-02.230569E-02
ELEMENTAI-FSHEAR-QMOMENT-M
1.466004E+03.190972E+02.818087E+02
-.466004E+03-.190972E+02-.732970E+01
2.321441E+03-.153564E+02-.445201E+02
-.321441E+03.153564E+02-.107631E+02
3.167347E+03-.513325E+02-.807188E+02
-.167347E+03.513325E+02-.104078E+03
4.613996E+03.709045E+02.149231E+03
-.613996E+03-.709045E+02.127297E+03
5.398559E+03.753578E+02.137171E+03
-.398559E+03-.753578E+02.134117E+03
6.192653E+03.813332E+02.112804E+03
-.192653E+03-.813332E+02.179995E+03
7-.445348E+01.144564E+03.518498E+02
.445348E+01.215436E+03-.264467E+03
8-.597556E+01.154093E+03.914819E+02
.597556E+01.205907E+03-.246922E+03
9.813335E+02.167347E+03.104078E+03
-.813335E+02.192653E+03-.179995E+03
验算结果
本人采用的是清华大学出版的结构力学求解器SMSlove进行验算,代码如下:
结点,1,0,0
结点,2,0,3.9
结点,3,0,7.5
结点,4,0,11.1
结点,5,6,0
结点,6,6,3.9
结点,7,6,7.5
结点,8,6,11.1
单元,1,2,1,1,1,1,1,1
单元,2,3,1,1,1,1,1,1
单元,3,4,1,1,1,1,1,1
单元,5,6,1,1,1,1,1,1
单元,6,7,1,1,1,1,1,1
单元,7,8,1,1,1,1,1,1
单元,2,6,1,1,1,1,1,1
单元,3,7,1,1,1,1,1,1
单元,4,8,1,1,1,1,1,1
结点支承,5,6,0,0,0,0
结点支承,1,6,0,0,0,0
单元材料性质,1,9,1526000,31520,0,0,-1
单元荷载,9,3,60,0,1,90
单元荷载,8,3,60,0,1,90
单元荷载,7,3,60,0,1,90
结点荷载,2,1,30,0
结点荷载,3,1,30,0
结点荷载,4,1,30,0
尺寸线,1,0.2,0.1,10,1.0,0.5,0.0,-2,6,6.0,-2
尺寸线,1,0.2,0.1,10,1.0,0.5,-2,0.,3.9,-2,3.9,3.6,-2,7.5,3.6,-2,11.1
内力和结点位移计算结果输出如下
---------------------------------------------------------------------------------------------
杆端1杆端2
----------------------------------------------------------------------------------
单元码u-水平位移v-竖直位移θ-转角u-水平位移v-竖直位移θ-转角
-----------------------------------------------------------------------------------------------
10.000000000.000000000.000000000.01374818-0.00119097-0.00551452
20.01374818-0.00119097-0.005514520.02823624-0.00194929-0.00358679
30.02823624-0.00194929-0.003586790.03721798-0.00234408-0.00492080
40.000000000.000000000.000000000.01376569-0.00156919-0.00135690
50.01376569-0.00156919-0.001356900.02825974-0.00250943-0.00153129
60.02825974-0.00250943-0.001531290.03689819-0.002963920.00230572
70.01374818-0.00119097-0.005514520.01376569-0.00156919-0.00135690
80.02823624-0.00194929-0.003586790.02825974-0.00250943-0.00153129
90.03721798-0.00234408-0.004920800.03689819-0.002963920.00230572
内力计算
杆端内力值(乘子=1
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