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结构力学上机实验报告
姓名：
学号：
指导老师：肖方红
1．作图示刚架的FN、FS、M图，已知各杆截面均为矩形，柱截面宽0.4m,高0.4m, 大跨梁截面宽0.35m,高0.85m，小跨梁截面宽0.35m,高0.6m，各杆E=3.0×104 MPa。10分
解：统一单位力kN长度m那么弹性模量单位为kPa。输入输出数据如下：
表一：1题输入数据
******************************************************************************************* *
* *
sjl1 gangjia 2011.10.24
* *
* ******************************************************************************************* 3e71
0.16
213e-5 2
0.16
213e-5
0.2975
1791e-5 2
0.2975
1791e-5 4
0.21
63e-4 5
0.21
63e-4 5
0.16
213e-5 8
0.16
213e-5 7
0.16
213e-5 9
0.16
213e-5 0
0 0
4.5 0
7.7 7.2 7.7 7.2 4.5 11 7.7 11 4.5 7.2 0 11 0 11 0 12 0 13 0 81 0 82 0 83 0 91 0 92 0 93 0 1 6
0
0
-15 7 1
4.5 2
3.2 3-196 7.2 4-36
7.2 5-196 3.8 6-36
3.8 6-26
2.7 表二：1题输出数据
Input Data File Name: sjl1.txt
Output File Name: sjl1out.txt
************************************************************************ *
*
sjl1 gangjia 2011.10.24
*
************************************************************************
The Input Data
The General Information
E
NM
NJ
NS
NLC
3.000E+07
The Information of Members
member start end
A
I
1.600000E-01
2.130000E-03
1.600000E-01
2.130000E-03
2.975000E-01
2.975000E-01
2.100000E-01
2.100000E-01
1.600000E-01
1.600000E-01
1.600000E-01
1.600000E-01
The Joint Coordinates
joint
X
Y
.000000
.000000
.000000
4.500000
.000000
7.700000
7.200000
7.700000
7.200000
4.500000
11.000000
7.700000
11.000000
4.500000
7.200000
.000000
11.000000
.000000
The Information of Supports
IS
VS
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
1.791000E-02 1.791000E-02 6.300000E-03 6.300000E-03 2.130000E-03 2.130000E-03 2.130000E-03 2.130000E-03
Loading Case 1
The Loadings at Joints
NLJ=
joint
FX
FY
FM
.000000
.000000
-15.000000
The Loadings at Members
NLM=
member type
VF
DST
20.000000
4.500000
20.000000
3.200000
-196.000000
7.200000
-36.000000
7.200000
-196.000000
3.800000
-36.000000
3.800000
-26.000000
2.700000
The Results of Calculation
The Joint Displacements
joint
u
v
rotation
3.076236E-21
-7.549352E-20
-7.540649E-21
4.636735E-03
-7.077518E-04
-4.359988E-04
5.924037E-03
-1.134844E-03
-3.169292E-03
5.813626E-03
-2.178472E-03
1.834783E-03
4.684030E-03
-1.341626E-03
1.384534E-05
5.788766E-03
-5.408925E-04
4.571795E-04
4.685631E-03
-3.674969E-04
-4.586878E-05
3.967738E-21
-1.431068E-19
-8.907750E-21
3.856026E-21
-3.919967E-20
-8.741193E-21
The Terminal Forces
member
FN
FS start
754.935194
75.762357
end
-754.935194
14.237643 start
640.638123
-72.863183
end
-640.638123
136.863184
M 109.156485
29.274120-96.133965-239.428195 start
136.863184
640.638123
239.428195
end
-136.863184
770.561840
-707.153563 start
-58.625540
114.297071
66.859844
end
58.625540
144.902922
-177.040903 start
41.214402
484.706696
517.753681
end
-41.214402
260.093294
-90.988284 start
-2.654138
30.896570
-29.106007
end
2.654138
131.903429
-142.007053 start
1255.268536
95.648782
116.676201
end
-1255.268536
start
1431.068027
end
-1431.068027
start
260.093294
end
-260.093294 start
391.996723
end
-391.996723
钢架的FN图：
-95.648782
39.677380
-39.677380
41.214402
-41.214402
38.560264
-38.560264
189.399883 89.077501 89.470709 55.897795 75.988284 87.411931 86.109258
钢架的Fs图：
钢架的M图：
2、计算图示桁架各杆的轴力。已知A=2400mm2,E=2.0×105 MPa。5分
解：该桁架各节点均为铰结，为了使计算简便，所有节点均作为钢节点，为此在输入数据时，各杆截面二次矩取很小的值，本题取1×10-20 本题有30根杆件，17个节点，输入输出数据如下：
表三：2题输入数据
************************************************************************** *
*
*
sjl2 gangjia 2011.10.24
* *
* ************************************************************************** 2e8
301
24e-4
1e-20 1
24e-4
1e-20 2
24e-4
1e-20 2
24e-4
1e-20 3
24e-4
1e-20 5
24e-4
1e-20 3
24e-4
1e-20 3
24e-4
1e-20 4
24e-4
1e-20 6
24e-4
1e-20 4
24e-4
1e-20 6
24e-4
1e-20 7
24e-4
1e-20 7
24e-4
1e-20 8
24e-4
1e-20 9
24e-4
1e-20 9
24e-4
1e-20 11
24e-4
1e-20 10
24e-4
1e-20 11
24e-4
1e-20 11
24e-4
1e-20 12
24e-4
1e-20 15
24e-4
1e-20 15
24e-4
1e-20 12
24e-4
1e-20 14
24e-4
1e-20 13
24e-4
1e-20 14
24e-4
1e-20 15
24e-4
1e-20 17
24e-4
1e-20 0
0 01
3.75 2
3.5 1
4.75 2
5.5 3
5.25 3
6.25 45
6.25 5
5.25 6
5.5 7
4.75 7
3.75 6
3.5 88
0 11
0 12
0 171
0 172
0 9 2 0-12 0 5 0-5
0 6 0-5
0 8 0-5
0 9 0-5
0 10 0-5
0 12 0-5
0 13 0-5
0 16 0-12 0 0
表四：2题输出数据
Input Data File Name: sjl2.txt
Output File Name: sjl2out.txt
************************************************************************ *
*
sjl2 gangjia 2011.10.24
*
************************************************************************
The Input Data
The General Information
E
NM
NJ
NS
NLC
2.000E+08
The Information of Members
member start end
A
I
2.400000E-03
1.000000E-20
2.400000E-03
1.000000E-20
2.400000E-03
1.000000E-20
2.400000E-03
1.000000E-20
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
2.400000E-03
The Joint Coordinates
joint
X
Y
.000000
.000000
.000000
4.000000
1.000000
3.750000
2.000000
3.500000
1.000000
4.750000
1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20 1.000000E-20
1.000000E-20
1.000000E-20
1.000000E-20
1.000000E-20
1.000000E-20
2.000000
5.500000
3.000000
5.250000
3.000000
6.250000
4.000000
7.000000
5.000000
6.250000
5.000000
5.250000
6.000000
5.500000
7.000000
4.750000
7.000000
3.750000
6.000000
3.500000
8.000000
4.000000
8.000000
.000000
The Information of Supports
IS
VS
.000000
.000000
171
.000000
172
.000000
Loading Case 1
The Loadings at Joints
NLJ=
joint
FX
FY
.000000
-12.000000
.000000
-5.000000
.000000
-5.000000
.000000
-5.000000
.000000
-5.000000
.000000
-5.000000
.000000
-5.000000
.000000
-5.000000
.000000
-12.000000
The Loadings at Members
NLM=
0
The Results of Calculation
FM.000000.000000.000000.000000.000000.000000.000000.000000.000000
The Joint Displacements
joint
u
v
rotation
-5.714286E-22
-2.950000E-21
-5.676597E-05
1.682251E-04
-1.625000E-04
-1.236830E-04
1.583218E-04
-2.705629E-04
-3.193943E-05
1.833298E-04
-2.161644E-04
2.716851E-05
2.265671E-04
-2.809795E-04
-4.829399E-05
1.786882E-04
-2.578310E-04
2.349593E-05
1.918510E-04
-2.279964E-04
1.336072E-04
-2.384131E-04
1.857079E-18
-1.009603E-04
-1.336072E-04
-2.384131E-04
-1.918510E-04
-2.279964E-04
-1.786882E-04
-2.578310E-04
-2.265671E-04
-2.809795E-04
-1.583218E-04
-2.705629E-04
-1.833298E-04
-2.161644E-04
-1.682251E-04
-1.625000E-04
5.714286E-22
-2.950000E-21
The Terminal Forces
member
FN
start
19.500000
end
-19.500000 start
11.517511
end
-11.517511 start
9.375000
end
-9.375000 start
-7.730823
end
7.730823 start
-5.153882
end
5.153882 start
9.375000
end
-9.375000 start
5.000000
end
-5.000000 start
-5.038911
end
5.038911 start
10.000000
end
-10.000000
start
-2.576941
end
2.576941
4.762947E-05 1.067515E-04 9.122545E-19-1.067515E-04-4.762947E-05-2.349593E-05 4.829399E-05 3.193943E-05-2.716851E-05 1.236830E-04 5.676597E-05
FS
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
.000000
M.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000.000000
start
1.439689
.000000
.000000
end
-1.439689
.000000
.000000
start
9.375000
.000000
.000000
end
-9.375000
.000000
.000000
start
5.000000
.000000
.000000
end
-5.000000
.000000
.000000
start
-3.599222
.000000
.000000
end
3.599222
.000000
.000000
start
9.375000
.000000
.000000
end
-9.375000
.000000
.000000
start
9.375000
.000000
.000000
end 10
-9.375000
.000000
.000000
start
-3.599222
.000000
.000000
end 11
3.599222
.000000
.000000
start 11
5.000000
.000000
.000000
end 10
-5.000000
.000000
.000000
start 10
9.375000
.000000
.000000
end 12
-9.375000
.000000
.000000
start 11
-2.576941
.000000
.000000
end 12
2.576941
.000000
.000000
start 11
1.439689
.000000
.000000
end 15
-1.439689
.000000
.000000
start 12
9.375000
.000000
.000000
end 13
-9.375000
.000000
.000000
start 15
10.000000
.000000
.000000
end 12
-10.000000
.000000
.000000
start 15
-5.153882
.000000
.000000
end 14
5.153882
.000000
.000000
start 12
-5.038911
.000000
.000000
end 14
5.038911
.000000
.000000
start 14
5.000000
.000000
.000000
end 13
-5.000000
.000000
.000000
start 13
9.375000
.000000
.000000
end 16
-9.375000
.000000
.000000
start 14
-7.730823
.000000
.000000
end 16
7.730823
.000000
.000000
start 15
11.517511
.000000
.000000
end 17
-11.517511
.000000
.000000
start 17
19.500000
.000000
.000000
end 16
-19.500000
.000000
.000000
钢架轴力图（其中拉力为正，压力为负）：
3．作图示连续梁的FS、M图，已知各梁截面面积A=6.5m2,惯性矩I=5.50m4，各杆E=3.45×104MPa。5分
解：该结构为一超静定结构，输入输出数据如下：
表五：3题输入数据
************************* *
* * sjl3 lxl 2011.10.24
* *
* ************************* 345e51
6.5
5.5 2
6.5
5.5 3
6.5
5.5 0
0 40
0 80
0 120
0 11
0 12
0 22
0 32
0 42
0 0 4 1
-10.5
2
-10.5
2
-320
3
-10.5
表六：3题输出数据
Input Data File Name: sjl3.txt
Output File Name: sjl3out.txt
*************************
*
*
* sjl3 lxl 2011.10.24
*
*
*
*************************
The Input Data
The General Information
E
NM
NJ
NS
NLC
3.450E+07
The Information of Members
member start end
A
I
6.500000E+00
5.500000E+00
6.500000E+00
5.500000E+00
6.500000E+00
5.500000E+00
The Joint Coordinates
joint
X
Y
.000000
.000000
40.000000
.000000
80.000000
.000000
120.000000
.000000
The Information of Supports
IS
VS
.000000
.000000
.000000
.000000
.000000
Loading Case 1
The Loadings at Joints
NLJ=
0
The Loadings at Members
NLM=
member type
VF
DST
-10.500000
40.000000
-10.500000
40.000000
-320.000000
20.000000
-10.500000
40.000000
The Results of Calculation
The Joint Displacements
joint
u
v
rotation
0.000000E+00
6.600000E-21
-5.480896E-05
0.000000E+00
-6.600000E-21
-3.794466E-05
0.000000E+00
-6.600000E-21
3.794466E-05
0.000000E+00
6.600000E-21
5.480896E-05
The Terminal Forces
member
FN
FS
M start
.000000
144.000000
.000000
end
.000000
276.000000
-2640.000000 start
.000000
370.000000
2640.000000
end
.000000
370.000000
-2640.000000 start
.000000
276.000000
2640.000000
end
.000000
144.000000
.000000
连续梁的Fs图：
连续梁的M图：
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