结构力学矩阵位移法上机题

1、土木工程 2013 级结构力学上机题姓 名 学 号 学 院 专业班级 土木工程 2013 级结构力学矩阵位移法上机题 2015 年 10 月 1作图示刚架的 M 、FS、FN 图，已知各杆截面均为矩形，柱截面宽 0.5m, 高 0.5m, 梁截面宽 0.4m, 高 0.5m ，各杆 E=3.65 104 MPa 。 10 分计算结果：* 1 composite beam2015.10 *The Input DataThe General InformationE NM NJ NS NLC3.650E+07 15 13 12 1The Information of Membersmemberst

2、artend2.500000E-015.208300E-03102.500000E-015.208300E-032.000000E-014.166700E-03410112.000000E-014.166700E-035262.500000E-015.208300E-0366112.500000E-015.208300E-037672.000000E-014.166700E-038782.000000E-014.166700E-03911122.000000E-014.166700E-0310382.500000E-015.208300E-03118122.500000E-015.208300

3、E-0312892.000000E-014.166700E-031312132.000000E-014.166700E-0314492.500000E-015.208300E-03159132.500000E-015.208300E-03The Joint CoordinatesjointXY1.000000.000000210.000000.000000320.000000.000000430.000000.0000005.0000008.000000610.0000008.000000715.0000008.000000820.0000008.000000930.0000008.00000

4、010.00000016.0000001110.00000016.0000001220.00000016.0000001330.00000016.000000The Information of SupportsISVS11.00000012.00000013.00000021.00000022.00000023.00000031.00000032.00000033.00000041.00000042.00000043 .000000( NA=( NW=411 )1265 )Loading Case 1The Loadings at JointsNLJ= 3ILJPXPYPM5.0000.00

5、00-25.000007.0000-150.0000-25.0000013-50.0000.0000-15.00000The Loadings at MembersNLM= 7ILMITLPVDST1320.00008.0000002320.00008.00000032-150.00005.00000044-10.000010.00000094-10.000010.000000124-10.000010.000000132-150.00005.000000The Results of CalculationThe Joint Displacementsjointu vphi12.925186E

6、-21-9.254421E-21-1.748231E-2025.407213E-21-2.522310E-20-2.400173E-2036.086662E-21-2.600219E-20-2.574951E-2044.580939E-21-1.452029E-20-2.171635E-2051.629739E-02-8.113465E-05-2.433027E-0361.613021E-02-2.211341E-04-9.985669E-0471.607627E-02-5.871753E-032.934682E-0481.602233E-02-2.279644E-04-5.903599E-0

7、491.599219E-02-1.273012E-04-1.427686E-03102.374696E-02-1.237448E-048.226604E-0511 2.362545E-02 -2.995206E-04 -2.705978E-0412 2.351870E-02 -3.466570E-04 -1.052588E-0313 2.341760E-02 -1.944611E-04 9.072082E-04The Terminal Forcesmember N(st)Q(st)M(st)N(en)Q(en)M(en)192.544109.252281.490-92.54450.748-47

8、.475248.60271.29612.081-48.60288.704-81.7113122.04443.94210.394-122.044106.058-320.974488.70448.60281.711-88.70451.398-95.6895252.23154.072240.017-252.231-54.072192.560689.41010.77625.806-89.410-10.77660.403778.74856.763102.609-78.748-56.763181.208878.748-93.237-206.208-78.74893.237-259.975977.92838

9、.01235.285-77.92861.988155.16710260.02260.867257.495-260.022-60.867229.43811135.3844.12027.462-135.384-4.1205.4941222.00131.4013.075-22.00168.599189.0601373.80873.396149.673-73.80876.604-165.71614145.20345.809217.163-145.203-45.809149.3121576.60423.80839.749-76.604-23.808150.716( NA= 411 )( NW= 1293

10、 )弯矩图：剪力图：轴力图:2、计算图示桁架各杆的轴力。已知 A=400mm 2,E=2.0 10 5 MPa5分计算结果：* 2 composite beam 2015.10 *The Input DataThe General InformationE NM NJ NS NLC2.000E+08 13 8 4 1The Information of Membersmember start1 122 233 344 455 16end A4.000000E-044.000000E-044.000000E-044.000000E-044.000000E-041.000000E-201.0000

11、00E-201.000000E-201.000000E-201.000000E-206264.000000E-041.000000E-207274.000000E-041.000000E-208374.000000E-041.000000E-209474.000000E-041.000000E-2010484.000000E-041.000000E-2011584.000000E-041.000000E-2012674.000000E-041.000000E-2013784.000000E-041.000000E-20The Joint CoordinatesjointXY1.000000.0

12、0000025.000000.000000310.000000.000000415.000000.000000520.000000.00000065.0000005.000000710.0000005.000000815.0000005.000000The Information of SupportsISVS11.00000012.00000032.00000052.000000( NA= 210 )( NW= 760 )Loading Case 1The Loadings at JointsNLJ= 3ILJPXPYPM625.0000-50.0000.000007.0000-50.000

13、0.000008.0000-50.0000.00000The Loadings at MembersNLM= 0The Results of CalculationThe Joint Displacementsjoint u v phi1 2.500000E-212 2.840980E-033 3.835441E-034 4.829902E-035 6.889632E-036 7.585964E-037 4.744983E-038 2.685253E-03-2.045569E-21-9.355533E-03-9.658863E-21-8.964908E-03-3.295569E-21-1.12

14、0205E-02-6.036789E-03-1.003018E-02-2.761560E-037.659293E-05-2.751701E-05-2.560604E-042.521479E-03-3.491674E-043.321933E-056.469055E-05The Terminal Forcesmember N(st)Q(st)M(st) N(en)Q(en)M(en)1-45.456.000.00045.456.000.0002-15.911.000.00015.911.000.0003-15.911.000.00015.911.000.0004-32.956.000.00032.

15、956.000.000528.929.000.000-28.929.000.000629.544.000.000-29.544.000.0007-41.782.000.00041.782.000.000896.589.000.000-96.589.000.0009-24.104.000.00024.104.000.0001017.044.000.000-17.044.000.0001146.606.000.000-46.606.000.0001245.456.000.000-45.456.000.0001332.956.000.000-32.956.000.000( NA= 210 )( NW

16、= 760 )轴力图：3作图示连续梁的 M 、FS图，已知各杆截面均为矩形，截面宽 0.35m, 高0.5m ，各杆 E=3.45 104MPa 。5 分计算结果：* 3 composite beam 2015.10 *The Input DataThe General InformationE NM NJ NS NLC3.450E+07 4 5 6 1The Information of Membersmember start end AI3.645800E-031121.750000E-012231.750000E-013.645800E-033341.750000E-013.645800

17、E-034451.750000E-013.645800E-03The Joint CoordinatesjointXY1.000000.00000023.000000.00000035.000000.00000047.000000.000000510.000000.000000The Information of SupportsISVS11.00000012.00000013.00000022.00000042.00000052.000000( NA=66 )( NW=299 )Loading Case 1The Loadings at JointsNLJ= 2ILJPXPYPM3.0000

18、-120.000050.000004.0000.0000-25.00000The Loadings at MembersNLM= 2ILMITLPVDST14-10.00003.00000042-120.00001.500000The Results of CalculationThe Joint Displacementsjoint u v phi0.000000E+001.622641E-211.622641E-210.000000E+00-7.969339E-21-1.935093E-040.000000E+00-3.495168E-041.803837E-040.000000E+00-7.35