结构力学求解器学习报告 (4)

1、结构力学求解器学习报告 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=3.0×104mpa。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 * * sjl1gangjia2011.10.24 * *3e7 11 0.16 213e-52 0.16 213e-5 0.2975 1791e-52 0.2975 1791e-54 0.21 63e-45 0.21 6

2、3e-45 0.16 213e-58 0.16 213e-57 0.16 213e-59 0.16 213e-50 00 4.50 7.77.27.77.24.5117.7114.57.2011011012013081082083091092093016 0 0 -1571 4.52 3.23 4-1967.24 4-36 7.25 4-1963.86 4-36 3.86 2-26 2.7表二：1题输出数据 inputdatafilename：sjl1.txt outputfilename：sjl1out.txt * * sjl1gangjia2011.10.24 * * theinputda

3、ta thegeneralinformation e nm nj ns nlc 3.000e+07 1 theinformationofmembers memberstartend 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 thejointcoordinates joint x y .000000 .000000 .00

4、0000 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 theinformationofsupports is vs .000000 .000000 .000000 81 .000000 82 .000000 83 .000000 91 .000000 92 .000000 93 .000000 1.791000e-021.791000e-026.300000e-036.3

5、00000e-032.130000e-032.130000e-032.130000e-032.130000e-03 loadingcase1 theloadingsatjoints nlj= 1 joint fx fy fm .000000 .000000 -15.000000 theloadingsatmembers nlm= 7 membertype vf dst 20.000000 4.500000 20.000000 3.200000 -196.000000 7.200000 -36.000000 7.200000 -196.000000 3.800000 -36.000000 3.8

6、00000 -26.000000 2.700000 theresultsofcalculation thejointdisplacements 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 5.7887

7、66e-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 theterminalforces member fn fs 1start 754.935194 75.762357 end -754.935194 14.237643 2start 640.638123 -72.863183 end -640.638123 136.863184 m1

8、09.156485 29.274120-96.133965-239.428195 3start 136.863184 640.638123 239.428195 end -136.863184 770.561840 -707.153563 4start -58.625540 114.297071 66.859844 end 58.625540 144.902922 -177.040903 5start 41.214402 484.706696 517.753681 end -41.214402 260.093294 -90.988284 6start -2.654138 30.896570 -

9、29.106007 end 2.654138 131.903429 -142.007053 7start 1255.268536 95.648782 116.676201 end -1255.268536 8start 1431.068027 end -1431.068027 9start 260.093294 end -260.093294 10start 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

10、89.07750189.47070955.89779575.98828487.41193186.109258 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=2.0×105mpa。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 * * * sjl2gangjia2011.10.24 * *2e8 30 11 24e-4 1e-201 24e-4 1e-202 24e-4 1e-202

11、 24e-4 1e-203 24e-4 1e-205 24e-4 1e-203 24e-4 1e-203 24e-4 1e-204 24e-4 1e-206 24e-4 1e-204 24e-4 1e-206 24e-4 1e-207 24e-4 1e-207 24e-4 1e-208 24e-4 1e-209 24e-4 1e-209 24e-4 1e-2011 24e-4 1e-2010 24e-4 1e-2011 24e-4 1e-2011 24e-4 1e-2012 24e-4 1e-2015 24e-4 1e-2015 24e-4 1e-2012 24e-4 1e-2014 24e-

12、4 1e-2013 24e-4 1e-2014 24e-4 1e-2015 24e-4 1e-2017 24e-4 1e-200 00 41 3.752 3.51 4.752 5.53 5.253 6.254 75 6.255 5.256 5.57 4.757 3.756 3.58 48 011 012 0171 0172 0920-12050-5 060-5 080-5 090-5 0100-5 0120-5 0130-5 0160-1200 表四：2题输出数据 inputdatafilename：sjl2.txt outputfilename：sjl2out.txt * * sjl2gan

13、gjia2011.10.24 * * theinputdata thegeneralinformation e nm nj ns nlc 2.000e+08 30 1 theinformationofmembers memberstartend 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 2.40

14、0000e-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 21 2.400000e-03 22 2.400000e-03 23 2.400000e-03 24 2.400000e-03 25 2.400000e-03 26 2.400000e-03 27 2.400000e-03 28 2.400000e-03 29 2.400000e-03 30 2.400000e-03 t

15、hejointcoordinates joint x y .000000 .000000 .000000 4.000000 1.000000 3.750000 2.000000 3.500000 1.000000 4.750000 1.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-201.00

16、0000e-201.000000e-201.000000e-201.000000e-201.000000e-201.000000e-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 6.00

17、0000 3.500000 8.000000 4.000000 8.000000 .000000 theinformationofsupports is vs .000000 .000000 171 .000000 172 .000000 loadingcase1 theloadingsatjoints nlj= 9 joint fx fy .000000 -12.000000 .000000 -5.000000 .000000 -5.000000 .000000 -5.000000 .000000 -5.000000 .000000 -5.000000 .000000 -5.000000 .

18、000000 -5.000000 .000000 -12.000000 theloadingsatmembers nlm= 0 theresultsofcalculation fm.000000.000000.000000.000000.000000.000000.000000.000000.000000 thejointdisplacements 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 -2.705629

19、e-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 -2.578310

20、e-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 theterminalforces member fn 1start 19.500000 end -19.500000 2start 11.517511 end -11.517511 3start 9.375000 end -9.375000 4start -7.730823 end 7.730823 5sta

21、rt -5.153882 end 5.153882 6start 9.375000 end -9.375000 7start 5.000000 end -5.000000 8start -5.038911 end 5.038911 9start 10.000000 end -10.000000 10start -2.576941 end 2.576941 4.762947e-051.067515e-049.122545e-19-1.067515e-04-4.762947e-05-2.349593e-054.829399e-053.193943e-05-2.716851e-051.236830e

22、-045.676597e-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.

23、000000.000000.000000 11start 1.439689 .000000 .000000 end -1.439689 .000000 .000000 12start 9.375000 .000000 .000000 end -9.375000 .000000 .000000 13start 5.000000 .000000 .000000 end -5.000000 .000000 .000000 14start -3.599222 .000000 .000000 end 3.599222 .000000 .000000 15start 9.375000 .000000 .0

24、00000 end -9.375000 .000000 .000000 16start 9.375000 .000000 .000000 end10 -9.375000 .000000 .000000 17start -3.599222 .000000 .000000 end11 3.599222 .000000 .000000 18start11 5.000000 .000000 .000000 end10 -5.000000 .000000 .000000 19start10 9.375000 .000000 .000000 end12 -9.375000 .000000 .000000

25、20start11 -2.576941 .000000 .000000 end12 2.576941 .000000 .000000 21start11 1.439689 .000000 .000000 end15 -1.439689 .000000 .000000 22start12 9.375000 .000000 .000000 end13 -9.375000 .000000 .000000 23start15 10.000000 .000000 .000000 end12 -10.000000 .000000 .000000 24start15 -5.153882 .000000 .0

26、00000 end14 5.153882 .000000 .000000 25start12 -5.038911 .000000 .000000 end14 5.038911 .000000 .000000 26start14 5.000000 .000000 .000000 end13 -5.000000 .000000 .000000 27start13 9.375000 .000000 .000000 end16 -9.375000 .000000 .000000 28start14 -7.730823 .000000 .000000 end16 7.730823 .000000 .00

27、0000 29start15 11.517511 .000000 .000000 end17 -11.517511 .000000 .000000 30start17 19.500000 .000000 .000000 end16 -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 * *sjl3lxl2011.10.24 * *345e5 11 6.5 5.52 6.5 5.53 6.5 5.50 040 080 0120 011 012 022 032 042 0041 -10.5 402 -10.5 402 -320 203 -10.5 40 表六：3题输出数据 inputdatafilename：sjl3.txt outputfilename：sjl3out.txt * * * *sjl3lxl2011.10.24 * * * * theinputdata thegeneralinformation e nm nj ns nlc 3.450e+07 1 theinformationofmembers memberstartend