大學(xué)結(jié)構(gòu)力學(xué)矩陣位移法上機(jī)實(shí)驗(yàn)報(bào)告

1、中南大學(xué)結(jié)構(gòu)力學(xué)矩陣位移法上機(jī)實(shí)驗(yàn)報(bào)告 學(xué) 院： 土木工程學(xué)院專業(yè)班級(jí)： 土木工程1111姓 名： 楊靖東 學(xué) 號(hào)： 1208111520 指導(dǎo)老師： 周德 實(shí)驗(yàn)日期：2013年10月12日目 錄一、實(shí)踐目的與要求二、鋼架的受力分析 1、題目3 2、結(jié)構(gòu)計(jì)算編號(hào)示意圖33、輸入文件4 4、輸出文件5 5、結(jié)構(gòu)內(nèi)力圖 7三、桁架的受力分析 1、題目9 2、結(jié)構(gòu)計(jì)算編號(hào)示意圖93、輸入文件10 4、輸出文件12 5、結(jié)構(gòu)軸力圖 16四、連續(xù)梁的受力分析 1、題目17 2、結(jié)構(gòu)計(jì)算編號(hào)示意圖173、輸入文件17 4、輸出文件18 5、結(jié)構(gòu)內(nèi)力圖 19五、實(shí)踐心得一、 實(shí)踐目的與要求1、學(xué)會(huì)使用矩陣位

2、移法,掌握pf程序的使用并用來計(jì)算給定的平面剛架、桁架和連續(xù)粱的內(nèi)力；2、利用cad或者手工繪出平面鋼架、桁架和連續(xù)梁的內(nèi)力。二、鋼架的受力分析1、題目作圖示剛架的、圖，已知各桿截面均為矩形，柱截面寬0.4m，高0.4m，大跨梁截面寬0.4m，高0.9m，小跨梁截面寬0.4m，高0.6m，各桿e=3.0104 mpa。10分2、結(jié)構(gòu)計(jì)算編號(hào)示意圖3、輸入文件* * no.1 a program of plane frame 2013.10.15 * *30e6 20 17 12 11 2 16e-2 213e-52 3 16e-2 213e-53 4 16e-2 213e-54 5 36e-2

3、 243e-45 6 36e-2 243e-4 3 7 36e-2 243e-47 8 36e-2 243e-42 9 24e-2 720e-59 12 24e-2 720e-59 10 16e-2 213e-511 12 16e-2 213e-58 12 16e-2 213e-56 8 16e-2 213e-56 16 24e-2 720e-58 15 24e-2 720e-512 13 24e-2 720e-513 14 24e-2 720e-514 17 16e-2 213e-514 15 16e-2 213e-515 16 16e-2 213e-50 00 4.50 7.70 10.9

4、3.8 10.97.6 10.93.8 7.77.6 7.73.8 4.53.8 07.6 07.6 4.510.3 4.511.4 4.511.4 7.711.4 10.911.4 011 012 013 0101 0102 0103 0111 0112 0113 0171 0172 0173 054 100 0 05 0 0 -157 0 -26 013 0 -26 016 0 0 -1581 3 20 4.56 4 -45 3.87 4 -45 3.88 4 -5 3.89 4 -5 3.815 4 -45 3.816 4 -5 2.717 4 -5 1.14、輸出文件input dat

5、a file name: t1.txt output file name: z1.txt * * * * no.1 a program of plane frame 2013.10.15 * * * * the input data the general information e nm nj ns nlc 3.000e+07 20 17 12 1 the information of members member start end a i 1 1 2 1.600000e-01 2.130000e-03 2 2 3 1.600000e-01 2.130000e-03 3 3 4 1.600

6、000e-01 2.130000e-03 4 4 5 3.600000e-01 2.430000e-02 5 5 6 3.600000e-01 2.430000e-02 6 3 7 3.600000e-01 2.430000e-02 7 7 8 3.600000e-01 2.430000e-02 8 2 9 2.400000e-01 7.200000e-03 9 9 12 2.400000e-01 7.200000e-03 10 9 10 1.600000e-01 2.130000e-03 11 11 12 1.600000e-01 2.130000e-03 12 8 12 1.600000e

7、-01 2.130000e-03 13 6 8 1.600000e-01 2.130000e-03 14 6 16 2.400000e-01 7.200000e-03 15 8 15 2.400000e-01 7.200000e-03 16 12 13 2.400000e-01 7.200000e-03 17 13 14 2.400000e-01 7.200000e-03 18 14 17 1.600000e-01 2.130000e-03 19 14 15 1.600000e-01 2.130000e-03 20 15 16 1.600000e-01 2.130000e-03 the joi

8、nt coordinates joint x y 1 .000000 .000000 2 .000000 4.500000 3 .000000 7.700000 4 .000000 10.900000 5 3.800000 10.900000 6 7.600000 10.900000 7 3.800000 7.700000 8 7.600000 7.700000 9 3.800000 4.500000 10 3.800000 .000000 11 7.600000 .000000 12 7.600000 4.500000 13 10.300000 4.500000 14 11.400000 4

9、.500000 15 11.400000 7.700000 16 11.400000 10.900000 17 11.400000 .000000 the information of supports is vs 11 .000000 12 .000000 13 .000000 101 .000000 102 .000000 103 .000000 111 .000000 112 .000000 113 .000000 171 .000000 172 .000000 173 .000000 loading case 1 the loadings at joints nlj= 5 joint

10、fx fy fm 4 100.000000 .000000 .000000 5 .000000 .000000 -15.000000 7 .000000 -26.000000 .000000 13 .000000 -26.000000 .000000 16 .000000 .000000 -15.000000 the loadings at members nlm= 8 member type vf dst 1 3 20.000000 4.500000 6 4 -45.000000 3.800000 7 4 -45.000000 3.800000 8 4 -5.000000 3.800000

11、9 4 -5.000000 3.800000 15 4 -45.000000 3.800000 16 4 -5.000000 2.700000 17 4 -5.000000 1.100000 the results of calculation the joint displacements joint u v rotation 1 3.548624e-21 -1.090850e-20 -8.379650e-21 2 4.843385e-03 -1.022672e-04 -2.783426e-04 3 7.179477e-03 -1.923974e-04 -8.636867e-04 4 9.2

12、95066e-03 -1.850224e-04 -9.802982e-05 5 9.264631e-03 -3.309862e-04 -1.531391e-05 6 9.234195e-03 -4.304060e-04 -7.353304e-05 7 7.178917e-03 -2.040492e-03 9.158656e-05 8 7.178357e-03 -4.432951e-04 2.992634e-04 9 4.832080e-03 -3.043073e-05 -8.061810e-05 10 3.913468e-21 -3.245945e-21 -8.919782e-21 11 3.

13、534990e-21 -2.725933e-20 -8.357965e-21 12 4.841428e-03 -2.555562e-04 -2.846735e-04 13 4.840615e-03 -1.320398e-04 1.094524e-04 14 4.840284e-03 -1.948709e-04 -3.011046e-04 15 7.176816e-03 -2.763351e-04 -2.815871e-04 16 9.218393e-03 -2.965992e-04 -1.947147e-04 17 3.502918e-21 -2.078623e-20 -8.309133e-2

14、1 the terminal forces member fn fs m 1 start 1 109.085001 80.486236 117.546496 end 2 -109.085001 9.513764 42.141567 2 start 2 135.195324 11.907415 30.740454 end 3 -135.195324 -11.907415 7.363271 3 start 3 -11.062441 13.498640 6.308611 end 4 11.062441 -13.498640 36.887034 4 start 4 86.501360 -11.0624

15、41 -36.887034 end 5 -86.501360 11.062441 -5.150243 5 start 5 86.501360 -11.062441 -9.849757 end 6 -86.501360 11.062441 -32.187520 6 start 3 1.591225 146.257766 -13.671883 end 7 -1.591225 24.742232 244.551393 7 start 7 1.591225 -50.742232 -244.551393 end 8 -1.591225 221.742230 -273.169078 8 start 2 2

16、1.421179 -26.110323 -72.882021 end 9 -21.421179 45.110323 -62.437204 9 start 9 -17.713506 -12.650876 -24.471059 end 12 17.713506 31.650876 -59.702267 10 start 9 32.459447 39.134684 86.908263 end 10 -32.459447 -39.134684 89.197817 11 start 11 272.593264 35.349904 83.579648 end 12 -272.593264 -35.3499

17、04 75.494921 12 start 8 281.608321 55.232455 100.032412 end 12 -281.608321 -55.232455 76.711433 13 start 6 -19.333640 56.560085 83.051852 end 8 19.333640 -56.560085 97.940409 14 start 6 29.941275 -30.396082 -50.864332 end 16 -29.941275 30.396082 -64.640771 15 start 8 2.918855 79.199732 75.196258 end

18、 15 -2.918855 91.800266 -99.137252 16 start 12 2.169045 -40.665932 -92.504086 end 13 -2.169045 54.165933 -35.518946 17 start 13 2.169045 -80.165933 35.518946 end 14 -2.169045 85.665933 -126.726423 18 start 14 207.862281 35.029175 74.539959 end 17 -207.862281 -35.029175 83.091330 19 start 14 122.1963

19、48 32.860131 52.186465 end 15 -122.196348 -32.860131 52.965947 20 start 15 30.396082 29.941275 46.171305 end 16 -30.396082 -29.941275 49.6407715、結(jié)構(gòu)內(nèi)力圖 （1）圖（單位：kn）（2）圖（單位：kn） （3）圖（單位：knm）三、桁架的受力分析1、題目計(jì)算圖示桁架各桿的軸力。已知a=3600mm2，e=2.0105 mpa。5分2、結(jié)構(gòu)計(jì)算編號(hào)示意圖3、輸入文件* * no.2 a program of plane truss 2013.10.15

20、* *200e6 15 9 4 11 2 36e-4 1e-121 3 36e-4 1e-122 3 36e-4 1e-122 4 36e-4 1e-123 4 36e-4 1e-124 5 36e-4 1e-123 5 36e-4 1e-123 6 36e-4 1e-125 6 36e-4 1e-125 7 36e-4 1e-126 7 36e-4 1e-127 8 36e-4 1e-126 8 36e-4 1e-126 9 36e-4 1e-128 9 36e-4 1e-120 0 0 62 32 6 4 66 36 68 68 011 012 091 092 052 10 -50 04

21、0 -50 05 0 -50 07 0 -50 08 0 -50 004、輸出文件input data file name: t2.txt output file name: z2.txt * * * * no.2 a program of plane truss 2013.10.15 * * * * the input data the general information e nm nj ns nlc 2.000e+08 15 9 4 1 the information of members member start end a i 1 1 2 3.600000e-03 1.000000

22、e-12 2 1 3 3.600000e-03 1.000000e-12 3 2 3 3.600000e-03 1.000000e-12 4 2 4 3.600000e-03 1.000000e-12 5 3 4 3.600000e-03 1.000000e-12 6 4 5 3.600000e-03 1.000000e-12 7 3 5 3.600000e-03 1.000000e-12 8 3 6 3.600000e-03 1.000000e-12 9 5 6 3.600000e-03 1.000000e-12 10 5 7 3.600000e-03 1.000000e-12 11 6 7

23、 3.600000e-03 1.000000e-12 12 7 8 3.600000e-03 1.000000e-12 13 6 8 3.600000e-03 1.000000e-12 14 6 9 3.600000e-03 1.000000e-12 15 8 9 3.600000e-03 1.000000e-12 the joint coordinates joint x y 1 .000000 .000000 2 .000000 6.000000 3 2.000000 3.000000 4 2.000000 6.000000 5 4.000000 6.000000 6 6.000000 3

24、.000000 7 6.000000 6.000000 8 8.000000 6.000000 9 8.000000 .000000 the information of supports is vs 11 .000000 12 .000000 91 .000000 92 .000000 loading case 1 the loadings at joints nlj= 5 joint fx fy fm 2 10.000000 -50.000000 .000000 4 .000000 -50.000000 .000000 5 .000000 -50.000000 .000000 7 .000

25、000 -50.000000 .000000 8 .000000 -50.000000 .000000 the loadings at members nlm= 0 the results of calculation the joint displacements joint u v rotation 1 -3.990692e-21 -1.175000e-20 -1.204224e-04 2 2.466010e-04 -4.803302e-04 -1.163163e-04 3 2.002495e-04 -5.664913e-04 -1.871438e-05 4 2.046758e-04 -7

26、.748246e-04 -3.296074e-05 5 1.627506e-04 -6.680758e-04 2.001388e-05 6 7.165412e-05 -4.937226e-04 -1.831531e-06 7 1.486031e-04 -7.020559e-04 2.709549e-05 8 1.344557e-04 -4.803302e-04 6.701691e-05 9 4.990692e-21 -1.325000e-20 3.105259e-05 the terminal forces member fn fs m 1 start 1 57.639621 .000000

27、.000000 end 2 -57.639621 .000000 .000000 2 start 1 71.943222 .000000 .000000 end 3 -71.943222 .000000 .000000 3 start 2 -9.181682 .000000 .000000 end 3 9.181682 .000000 .000000 4 start 2 15.093081 .000000 .000000 end 4 -15.093081 .000000 .000000 5 start 3 50.000000 .000000 .000000 end 4 -50.000000 .

28、000000 .000000 6 start 4 15.093081 .000000 .000000 end 5 -15.093081 .000000 .000000 7 start 3 21.032382 .000000 .000000 end 5 -21.032382 .000000 .000000 8 start 3 23.147172 .000000 .000000 end 6 -23.147172 .000000 .000000 9 start 5 39.060139 .000000 .000000 end 6 -39.060139 .000000 .000000 10 start

29、5 5.093081 .000000 .000000 end 7 -5.093081 .000000 .000000 11 start 6 50.000000 .000000 .000000 end 7 -50.000000 .000000 .000000 12 start 7 5.093081 .000000 .000000 end 8 -5.093081 .000000 .000000 13 start 6 -9.181682 .000000 .000000 end 8 9.181682 .000000 .000000 14 start 6 89.970978 .000000 .00000

30、0 end 9 -89.970978 .000000 .000000 15 start 8 57.639621 .000000 .000000 end 9 -57.639621 .000000 .0000005、結(jié)構(gòu)軸力圖 （1）圖（單位：kn）四、連續(xù)梁的受力分析1、題目作圖示連續(xù)梁的、圖，已知各梁截面面積a=7.5，慣性矩i=9.50，各桿e=3.45104mpa。5分2、結(jié)構(gòu)計(jì)算編號(hào)示意圖3、輸入文件* * no.3 a program of plane frame 2013.10.15 * *34.5e6 5 6 6 11 2 7.5 9.52 3 7.5 9.53 4 7.5 9.5

31、4 5 7.5 9.55 6 7.5 9.50 040 060 080 0100 0120 011 012 013 022 042 062 023 0 -320 05 0 0 -10051 4 -10.5 402 4 -10.5 203 4 -10.5 204 4 -10.5 205 4 -10.5 204、輸出文件 input data file name: t3.txt output file name: z3.txt * * * * no.3 a program of plane frame 2013.10.15 * * * * the input data the general in

32、formation e nm nj ns nlc 3.450e+07 5 6 6 1 the information of members member start end a i 1 1 2 7.500000e+00 9.500000e+00 2 2 3 7.500000e+00 9.500000e+00 3 3 4 7.500000e+00 9.500000e+00 4 4 5 7.500000e+00 9.500000e+00 5 5 6 7.500000e+00 9.500000e+00 the joint coordinates joint x y 1 .000000 .000000 2 40.000000 .000000 3 60.000000 .000000 4 80.000000 .00000