结构力学上机报告

1、中南大学结构力学矩阵位移法上机实验报告指导老师：班 级：学 号：姓 名：2016年12月9日目录一、钢架的受力分析 TOC o 1-5 h z 1、题目22、结构计算编号示意 33、输入文件34、输出文件55、结构受力分析图9二、桁架的受力分析1、题目122、结构计算编号示意图 123、输入文件134、输出文件145、结构受力分析图17一、实践目的学会使用矩阵位移法，掌握PF程序的使用并用来计算给定的平面刚架、 桁架和 连续粱的内力。二、实践要求(1)用PF程序计算给定的平面钢架、桁架和连续粱的内力；(2)绘制给出上述结构的内力图。三、实践步骤(1)编号：对杆件和结点编号，选定局部坐标系和整体

2、坐标系。.txt的输入数据文件(2)建立输入文件：根据题目已给数据，建立格式为(3)运行计算：运行程序，得到输出文件。(4)绘图：手绘内力图四、上机过程(一)第1题作图示刚架的Fn、Fs、M图，已知各杆截面均为矩形，柱截面50KN宽0.4m,高0.6m,大跨梁截面宽 0.3m,高0.4m,各杆E=34GPaA z15KN/Mm 6-1 1 j vm 6m 6V/ f8m8m1 1rl8m i15KN.M一 TT 二.：I 一T：f(1)编号.L(2)输入文件*1 composite beam 2016.12.9 *3.4e7 21 16 12 65 1 .24 7.2e-39 5 .24 7.

3、2e-313 9 .24 7.2e-35 6 .12 1.6e-39 10 .12 1.6e-313 14 .12 1.6e-32 .24 7.2e-33 .24 7.2e-314 10 .24 7.2e-36 7 .12 1.6e-310 11 .12 1.6e-314 15 .12 1.6e-37 3 .24 7.2e-311 7 .24 7.2e-315 11 .24 7.2e-37 8 .12 1.6e-311 12 .12 1.6e-315 16 .12 1.6e-38 4 .24 7.2e-312 8 .24 7.2e-316 12 .24 7.2e-30 08 016 024 0

4、0 68 616 624 60 128 1216 1224 120 188 1816 1824 1811 012 013 021 022 023 031 032 033 041 042 043 0114 0 0 -15512 2 -50 47 4 -15 83 3 20 62 3 20 61 3 20 6(3)输出文件* TOC o 1-5 h z *1 composite beam 2016.12.9*The Input DataThe General InformationE NM NJ NS NLC3.400E+072116126The Information of Membersmem

5、ber start end A I1512.400000E-017.200000E-032952.400000E-017.200000E-0331392.400000E-017.200000E-034561.200000E-011.600000E-0359101.200000E-011.600000E-03613141.200000E-011.600000E-037622.400000E-017.200000E-038732.400000E-017.200000E-03914102.400000E-017.200000E-0310671.200000E-011.600000E-03111011

6、1.200000E-011.600000E-031214151.200000E-011.600000E-0313732.400000E-017.200000E-03141172.400000E-017.200000E-031515112.400000E-017.200000E-0316781.200000E-011.600000E-031711121.200000E-011.600000E-031815161.200000E-011.600000E-0319842.400000E-017.200000E-03201282.400000E-017.200000E-032116122.400000

7、E-017.200000E-03The Joint Coordinatesjoint X丫1.000000.00000028.000000.000000316.000000.000000424.000000.0000005.0000006.00000068.0000006.000000716.0000006.000000824.0000006.0000009.00000012.000000108.00000012.0000001116.00000012.0000001224.00000012.00000013.00000018.000000148.00000018.0000001516.000

8、00018.0000001624.00000018.000000The Information of SupportsISVS11.00000012.00000013.00000021.00000022.00000023.00000031.00000032.00000033.00000041.00000042.00000043.000000(NA= 501 )(NW= 1574 )Loading Case 1The Loadings at JointsNLJ= 1ILJ PX PY PM14.0000.0000-15.00000The Loadings at MembersNLM= 5ILMI

9、TLPVDST122-50.00004.00000074-15.00008.0000003320.00006.0000002320.00006.0000001320.00006.000000The Results of CalculationThe Joint Displacementsjoint u v phi4.673960E-21 5.338351E-21 -2.858624E-201.002059E-20 -4.126919E-21 -3.895304E-201.079115E-20 -2.666206E-21 -5.928757E-204.514300E-21 -7.545226E-

10、21 -2.791309E-201.414582E-02 3.925258E-05 -3.569695E-031.390578E-02 -3.034499E-05 -2.179235E-031.386223E-02 -9.802226E-06 -3.298298E-031.388565E-02 -5.547960E-05 -3.522105E-033.802629E-02 5.701192E-05 -3.185613E-033.788753E-02 -5.507113E-03 -1.205454E-033.767680E-02 -3.438036E-05 -2.832206E-033.7556

11、58E-02 -8.542552E-05 -2.968974E-035.064525E-02 6.352113E-05 -1.022546E-035.052745E-02 -5.516135E-03 -2.108157E-035.048163E-02 -6.039315E-05 -7.598495E-045.048991E-02 -9.366486E-05 -1.445627E-03The Terminal Forcesmember N(st) Q(st)M(st)N(en)Q(en)M(en)1-53.384-13.260-65.42553.384 -106.740345.8622-24.1

12、53-10.842103.14424.153-109.158191.8033-8.853-60.07528.0288.853 -59.925-28.4784122.418-29.231-126.378-122.41829.231-107.468570.767-15.300-74.666-70.76715.300-47.736660.075-8.853-28.028-60.0758.853-42.79271.269100.206211.705-121.269-100.206389.530813.33153.95627.297-13.331-53.956296.438912.27036.70873

13、.292-12.270-36.708146.9531022.212-27.962-104.237-22.21227.962-119.45611107.475-27.570-99.217-107.47527.570-121.3411223.3683.417-45.500-23.36846.583-127.1631313.33153.95627.297-13.331-53.956296.4381433.42673.754240.277-33.426-73.754202.2441535.37727.590167.322-35.377-27.590-1.78216-11.946-34.726-137.

14、38111.94634.726-140.4251761.311-29.521-117.154-61.31129.521-119.01418-4.222-11.206-40.1594.22211.206-49.4851975.45245.143-8.273-75.452-45.143279.1312040.72657.089193.834-40.726-57.089148.6982111.206-4.22249.485-11.2064.222-74.820(NA= 501 )(NW= 1594 )(4) CAD绘图作Fn图Fs图（单位KN）M图（单位KN.m）（二）第2题 计算图示桁架各杆的轴力

15、。已知A=200mm2, E=210GPa10(1)编号、9x10121413164(2)输入文件*11composite beam2016.12.0612233448566778151652262763373874004080120034383123110120420354060700(3)输出文件*210e6 16 TOC o 1-5 h z 2e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-402e-41e-4

16、02e-41e-402e-41e-4000-1000-800*12*1 composite beam 2016.12.06*The Input DataThe General InformationE 2.100E+08NM16NJNS83NLC1The Information of Membersmember startendAI1122.000000E-049.999946E-412232.000000E-049.999946E-413342.000000E-049.999946E-414482.000000E-049.999946E-415562.000000E-049.999946E-

17、416672.000000E-049.999946E-417782.000000E-049.999946E-418152.000000E-049.999946E-419162.000000E-049.999946E-4110522.000000E-049.999946E-4111262.000000E-049.999946E-4112272.000000E-049.999946E-4113632.000000E-049.999946E-4114372.000000E-049.999946E-4115382.000000E-049.999946E-4116742.000000E-049.9999

18、46E-41The Joint CoordinatesjointXY1.000000.00000024.000000.00000038.000000.000000412.000000.0000005.0000003.00000064.0000003.00000078.0000003.000000812.0000003.00000013The Information of SupportsISVS11.00000012.00000042.000000(NA= 246 )(NW= 878 )Loading Case 1The Loadings at JointsNLJ= 3ILJPXPYPM540

19、.0000.0000.000006.0000-100.0000.000007.0000-80.0000.00000The Loadings at MembersNLM= 0The Results of CalculationThe Joint Displacementsjointu14.000000E-2129.788673E-0332.375193E-0243.055118E-0253.184820E-0262.343582E-0271.073240E-0285.256525E-03v-8.333333E-21-4.398843E-02-4.200082E-02-9.666667E-21-2.589110E-03-4.681845E-02-4.413143E-02-3.080181E-03phi-1.196434E-02-5.488127E-035.747503E-031.031150