结构力学上机实验报告
姓名：杜郅明
学号：1201070606
班级：土木 0806 指导教师：殷勇
1．作图示刚架的
F、S F、M图，已知各杆截面均为矩形，柱截面宽
N
0.5m,高0.5m, 梁截面宽0.4m,高0.5m，各杆E=3.65×104 MPa。
解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。
表Ⅰ平面刚架输入数据表
*******************************************************************
* *
* 1 平面刚架2010.10 *
* *
*******************************************************************
3.65e7 15 13 12 1
1 2 .25 5.208333E-03
2 3 .25 5.208333E-03
3 6 .20 4.166667E-03
2 5 .20 4.166667E-03
4 5 .25 5.208333E-03
5 6 .25 5.208333E-03
6 10 .20 4.166667E-03
5 7 .20 4.166667E-03
7 9 .20 4.166667E-03
8 9 .25 5.208333E-03
9 10 .25 5.208333E-03
10 13 .20 4.166667E-03
9 12 .20 4.166667E-03
11 12 .25 5.208333E-03
12 13 .25 5.208333E-03
0.0 0.0
0.0 8.0
0.0 16.0
10.0 0.0
10.0 8.0
10.0 16.0
15.0 8.0
20.0 0.0
20.0 8.0
20.0 16.0
30.0 0.0
30.0 8.0
30.0 16.0
11 0
12 0
13 0
41 0
42 0
43 0
81 0
82 0
83 0
111 0
112 0
113 0
3
2 0 0 -25
7 0 0 -25
13 -50 0 -15
7
1 3 20 8.0
2 3 20 8.0
3 4 -10 10
4 2 -150 5
7 4 -10 10
12 2 -150 5
13 4 -10 10
表Ⅱ平面刚架输出数据表
******************************************************************* * * * 1 平面刚架2010.10 * * * ******************************************************************* The Input Data
The General Information
E NM NJ NS NLC
3.650E+07 15 13 12 1
The Information of Members
member start end A I
1 1
2 2.500000E-01 5.208333E-03
2 2
3 2.500000E-01 5.208333E-03
3 3 6 2.000000E-01 4.166667E-03
4 2
5 2.000000E-01 4.166667E-03
5 4 5 2.500000E-01 5.208333E-03
6 5 6 2.500000E-01 5.208333E-03
7 6 10 2.000000E-01 4.166667E-03
8 5 7 2.000000E-01 4.166667E-03
9 7 9 2.000000E-01 4.166667E-03
10 8 9 2.500000E-01 5.208333E-03
11 9 10 2.500000E-01 5.208333E-03
12 10 13 2.000000E-01 4.166667E-03
13 9 12 2.000000E-01 4.166667E-03
14 11 12 2.500000E-01 5.208333E-03
15 12 13 2.500000E-01 5.208333E-03
The Joint Coordinates
joint X Y
1 .000000 .000000
2 .000000 8.000000
3 .000000 16.000000
4 10.000000 .000000
5 10.000000 8.000000
6 10.000000 16.000000
7 15.000000 8.000000
8 20.000000 .000000
9 20.000000 8.000000
10 20.000000 16.000000
11 30.000000 .000000
12 30.000000 8.000000
13 30.000000 16.000000
The Information of Supports
IS VS
11 .000000
12 .000000
13 .000000
41 .000000
42 .000000
43 .000000
81 .000000
82 .000000
83 .000000
111 .000000
112 .000000
113 .000000
( NA= 276 )
( NW= 995 )
Loading Case 1
The Loadings at Joints
NLJ= 3
ILJ PX PY PM
2 .0000 .0000 -25.00000
7 .0000 .0000 -25.00000 13 -50.0000 .0000 -15.00000
The Loadings at Members
NLM= 7
ILM ITL PV DST
1 3 20.0000 8.000000
2 3 20.0000 8.000000
3 4 -10.0000 10.000000
4 2 -150.0000 5.000000
7 4 -10.0000 10.000000
12 2 -150.0000 5.000000
13 4 -10.0000 10.000000
The Results of Calculation
The Joint Displacements
joint u v phi
1 2.752952E-21 -9.681485E-21 -1.702319E-20
2 1.629758E-02 -8.487877E-05 -2.529724E-03
3 2.374156E-02 -1.264309E-0
4 1.534728E-04
4 6.674785E-21 -1.729604E-20 -2.738108E-20
5 1.612869E-02 -1.516365E-04 -2.869776E-04
6 2.361939E-02 -2.310811E-04 -4.598364E-04
7 1.607622E-02 1.113679E-03 2.934707E-04
8 4.819097E-21 -1.807513E-20 -2.237024E-20
9 1.602375E-02 -1.584669E-04 -1.301962E-03
10 2.352471E-02 -2.782174E-04 -8.633562E-04
11 4.753167E-21 -1.494734E-20 -2.217551E-20
12 1.599191E-02 -1.310452E-04 -1.330995E-03
13 2.342295E-02 -1.971472E-04 8.359933E-04
The Terminal Forces
member N(st) Q(st) M(st) N(en) Q(en) M(en)
1 96.815 107.530 276.899 -96.815 52.470 -56.662
2 47.395 70.817 6.174 -47.395 89.18
3 -79.638
3 89.183 47.395 79.638 -89.183 52.605 -105.684
4 123.287 49.419 25.489 -123.287 100.581 -281.294
5 172.960 66.748 273.811 -172.960 -66.748 260.172
6 90.616 20.065 84.369 -90.616 -20.065 76.154
7 69.118 38.012 29.530 -69.118 61.988 -149.411
8 76.605 -18.237 -63.247 -76.605 18.237 -27.936
9 76.605 -18.237 2.936 -76.605 18.237 -94.119
10 180.751 48.191 223.702 -180.751 -48.191 161.825
11 136.590 -5.170 -31.102 -136.590 5.170 -10.257
12 74.287 74.602 159.668 -74.287 75.398 -163.644
13 23.244 25.924 -36.604 -23.244 74.076 -204.154
14 149.473 47.532 221.755 -149.473 -47.532 158.498
15 75.398 24.287 45.656 -75.398 -24.287 148.644
( NA= 276 )
( NW= 1023 )
内力图：
1.2.1 剪力图
1.2.2弯矩图
1.2.3 轴力图
2、计算图示桁架各杆的轴力。已知A=400mm2,E=2.0×105 MPa。
解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。
表Ⅰ平面桁架输入数据表
*******************************************************************
* *
* 2 平面桁架2010.10 *
* *
*******************************************************************
200e6 13 8 4 1
1 3 4e-4 1e-9
1 2 4e-4 1e-9
2 3 4e-4 1e-9
2 4 4e-4 1e-9
2 5 4e-4 1e-9
3 5 4e-
4 1e-9
4 5 4e-4 1e-9
4 6 4e-4 1e-9
5 6 4e-4 1e-9
5 7 4e-4 1e-9
6 7 4e-4 1e-9
6 8 4e-4 1e-9
7 8 4e-4 1e-9
0 0
5 0
5 5
10 0
10 5
15 0
15 5
20 0
11 0
12 0
42 0
82 0
3
3 -25 -50 0
5 0 -50 0
7 0 -50 0
表Ⅱ平面桁架输出数据表
******************************************************************* * * * 2 平面桁架2010.10 * * * ******************************************************************* The Input Data
The General Information
E NM NJ NS NLC
2.000E+08 13 8 4 1
The Information of Members
member start end A I
1 1 3 4.000000E-04 1.000000E-09
2 1 2 4.000000E-04 1.000000E-09
3 2 3 4.000000E-0
4 1.000000E-09
4 2 4 4.000000E-04 1.000000E-09
5 2 5 4.000000E-04 1.000000E-09
6 3 5 4.000000E-04 1.000000E-09
7 4 5 4.000000E-04 1.000000E-09
8 4 6 4.000000E-04 1.000000E-09
9 5 6 4.000000E-04 1.000000E-09
10 5 7 4.000000E-04 1.000000E-09
11 6 7 4.000000E-04 1.000000E-09
12 6 8 4.000000E-04 1.000000E-09
13 7 8 4.000000E-04 1.000000E-09
The Joint Coordinates
joint X Y
1 .000000 .000000
2 5.000000 .000000
3 5.000000 5.000000
4 10.000000 .000000
5 10.000000 5.000000
6 15.000000 .000000
7 15.000000 5.000000
8 20.000000 .000000
The Information of Supports
IS VS
11 .000000
12 .000000
42 .000000
82 .000000
( NA= 174 )
( NW= 688 )
Loading Case 1
The Loadings at Joints
NLJ= 3
ILJ PX PY PM
3 -25.0000 -50.0000 .00000
5 .0000 -50.0000 .00000
7 .0000 -50.0000 .00000
The Loadings at Members
NLM= 0
The Results of Calculation
The Joint Displacements
joint u v phi
1 -2.500000E-21 -3.977838E-21 -2.051893E-03
2 9.236448E-04 -7.615581E-0
3 3.190986E-04
3 1.222553E-03 -8.254433E-03 1.510117E-04
4 1.208449E-03 -8.294324E-21 2.751705E-05
5 2.989100E-04 -5.183935E-03 -3.321911E-05
6 1.493254E-03 -8.006203E-03 -1.396316E-04
7 -1.405981E-03 -9.426302E-03 1.334647E-04
8 3.198148E-03 -2.727838E-21 2.291972E-03
The Terminal Forces
member N(st) Q(st) M(st) N(en) Q(en) M(en)
1 56.255 .000 .000 -56.255 .000 .000
2 -14.778 .000 .000 14.778 .000 .000
3 10.222 .000 .000 -10.222 .000 .000
4 -4.557 .000 .000 4.557 .000 .000
5 -14.455 .000 .000 14.455 .000 .000
6 14.778 .000 .000 -14.778 .000 .000
7 82.943 .000 .000 -82.943 .000 .000
8 -4.557 .000 .000 4.557 .000 .000
9 -32.133 .000 .000 32.133 .000 .000
10 27.278 .000 .000 -27.278 .000 .000
11 22.722 .000 .000 -22.722 .000 .000
12 -27.278 .000 .000 27.278 .000 .000
13 38.577 .000 .000 -38.577 .000 .000
( NA= 174 )
( NW= 688 )
2．2 内力图
2.21 轴力图
3．作图示连续梁的
F、M图，已知各杆截面均为矩形，截面宽0.35m,
S
高0.5m，各杆E=3.45×104MPa。
解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。
表Ⅰ连续梁输入数据表
*******************************************************************
* *
* 3 连续梁2010.10 *
* *
*******************************************************************
345e5 4 5 6 1
1 2 0.175 3.6458333E-03
2 3 0.175 3.6458333E-03
3 4 0.175 3.6458333E-03
4 5 0.175 3.6458333E-03
0 0
3 0
5 0
7 0
10 0
11 0
12 0
13 0
22 0
42 0
52 0
2
3 0 0 50
4 0 0 -25
2
1 4 -10 3
4 2 -120 1.5
表Ⅱ连续梁输出数据表
*******************************************************************
* *
* 3 连续梁2010.10 *
* *
*******************************************************************
The Input Data
The General Information
E NM NJ NS NLC
3.450E+07 4 5 6 1
The Information of Members
member start end A I
1 1
2 1.750000E-01 3.645833E-03
2 2
3 1.750000E-01 3.645833E-03
3 3
4 1.750000E-01 3.645833E-03
4 4
5 1.750000E-01 3.645833E-03
The Joint Coordinates
joint X Y
1 .000000 .000000
2 3.000000 .000000
3 5.000000 .000000
4 7.000000 .000000
5 10.000000 .000000
The Information of Supports
IS VS
11 .000000
12 .000000
13 .000000
22 .000000
42 .000000
52 .000000
( NA= 66 )
( NW= 299 )
Loading Case 1
The Loadings at Joints
NLJ= 2
ILJ PX PY PM
3 .0000 .0000 50.00000
4 .0000 .0000 -25.00000
The Loadings at Members
NLM= 2
ILM ITL PV DST
1 4 -10.0000 3.000000
4 2 -120.0000 1.500000
The Results of Calculation
The Joint Displacements
joint u v phi
1 0.000000E+00 -6.415093E-2
2 -6.415093E-22
2 0.000000E+00 4.646225E-22 7.650297E-05
3 0.000000E+00 2.565100E-0
4 1.893824E-04
4 0.000000E+00 -2.429246E-22 -4.365170E-04
5 0.000000E+00 4.198113E-22 4.865815E-04
The Terminal Forces
member N(st) Q(st) M(st) N(en) Q(en) M(en)
1 .000 21.415 13.915 .000 8.585 5.330
2 .000 1.769 -5.330 .000 -1.769 8.868
3 .000 1.769 41.132 .000 -1.769 -37.594
4 .000 64.198 12.594 .000 55.802 .000
( NA= 66 )
( NW= 307 )
3.2 内力图
3. 2.1弯矩图
3.2.2剪力图