Fortran语言编写的有限元结构程序.docx

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0.0,0.0,0,00.0,4.0,1,2,30.0,4.0,1,2,44.0,4.0,5,6,7

4.0,0.0,0,0,8

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-JEAEI11

20.400000E+070.160000E+05

2340.400000E+070.160000E+05

35

40.400000E+070.160000E+05CODEPX-PY-PM

7.-15.0000

ELEMENTINDAQ1.2.2.0000-18.0000

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-03ELEMENTNQM

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=14.15233N1=53.5381Q1=7.2881M1=0.0000N2=-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:6EA=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-JEAEI11

20.600000E+070.184000E+06

2240.600000E+070.184000E+06

3310.200000E+070.000000E+00

4320.200000E+070.000000E+00

5340.200000E+070.000000E+00ELEMENTINDAQ

1.1.4.0000-20.0000

NODEUVCETA

10.000000E+000.000000E+000.312593E-03

2-0.202759E-04