1、电算试题结构力学矩阵位移法电算题一作图示刚架的、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=3.65104 MPa。10分1.杆件及节点编号(如上图)2.输入数据* * question 1 * *365E5 15 13 12 12 11 2 0.2 4.166667E-32 3 0.2 4.166667E-33 4 0.2 4.166667E-31 5 0.25 5.208333E-32 6 0.25 5.208333E-33 8 0.25 5.208333E-34 9 0.25 5.208333E-35 6 0.2 4.166667E-3
2、6 7 0.2 4.166667E-37 8 0.2 4.166667E-38 9 0.2 4.166667E-35 10 0.25 5.208333E-36 11 0.25 5.208333E-38 12 0.25 5.208333E-39 13 0.25 5.208333E-30 1610 1620 1630 160 810 815 820 830 80 010 020 030 0101 0102 0103 0111 0112 0113 0121 0122 0123 0131 0132 0133 034 -50 0 -155 0 0 -257 0 -150 -2571 4 -10 102
3、4 -10 103 2 -150 54 3 20 88 2 -150 511 4 -10 1012 3 20 83.计算结果* * question 1 * * The Input Data The General Information E NM NJ NS NLC 3.650E+07 15 13 12 12 The Information of Members member start end A I 1 1 2 2.000000E-01 4.166667E-03 2 2 3 2.000000E-01 4.166667E-03 3 3 4 2.000000E-01 4.166667E-03
4、 4 1 5 2.500000E-01 5.208333E-03 5 2 6 2.500000E-01 5.208333E-03 6 3 8 2.500000E-01 5.208333E-03 7 4 9 2.500000E-01 5.208333E-03 8 5 6 2.000000E-01 4.166667E-03 9 6 7 2.000000E-01 4.166667E-03 10 7 8 2.000000E-01 4.166667E-03 11 8 9 2.000000E-01 4.166667E-03 12 5 10 2.500000E-01 5.208333E-03 13 6 11
5、 2.500000E-01 5.208333E-03 14 8 12 2.500000E-01 5.208333E-03 15 9 13 2.500000E-01 5.208333E-03 The Joint Coordinates joint X Y 1 .000000 16.000000 2 10.000000 16.000000 3 20.000000 16.000000 4 30.000000 16.000000 5 .000000 8.000000 6 10.000000 8.000000 7 15.000000 8.000000 8 20.000000 8.000000 9 30.
6、000000 8.000000 10 .000000 .000000 11 10.000000 .000000 12 20.000000 .000000 13 30.000000 .000000 The Information of Supports IS VS 101 .000000 102 .000000 103 .000000 111 .000000 112 .000000 113 .000000 121 .000000 122 .000000 123 .000000 131 .000000 132 .000000 133 .000000 ( NA= 438 ) ( NW= 1319 )
7、 Loading Case 1 The Loadings at Joints NLJ= 3 ILJ PX PY PM 4 -50.0000 .0000 -15.00000 5 .0000 .0000 -25.00000 7 .0000 -150.0000 -25.00000 The Loadings at Members NLM= 7 ILM ITL PV DST 1 4 -10.0000 10.000000 2 4 -10.0000 10.000000 3 2 -150.0000 5.000000 4 3 20.0000 8.000000 8 2 -150.0000 5.000000 11
8、4 -10.0000 10.000000 12 3 20.0000 8.000000 The Results of Calculation The Joint Displacements joint u v phi 1 2.374694E-02 -1.237449E-04 8.226340E-05 2 2.362543E-02 -2.995206E-04 -2.706012E-04 3 2.351868E-02 -3.466569E-04 -1.052591E-03 4 2.341757E-02 -1.944612E-04 9.072026E-04 5 1.629734E-02 -8.1134
9、76E-05 -2.433029E-03 6 1.613016E-02 -2.211340E-04 -9.985740E-04 7 1.607622E-02 -5.871796E-03 2.934707E-04 8 1.602228E-02 -2.279643E-04 -5.903657E-04 9 1.599214E-02 -1.273012E-04 -1.427690E-03 10 2.925180E-21 -9.254433E-21 -1.748233E-20 11 5.407213E-21 -2.522309E-20 -2.400177E-20 12 6.086669E-21 -2.6
10、00218E-20 -2.574956E-20 13 4.580938E-21 -1.452029E-20 -2.171637E-20 The Terminal Forces member N(st) Q(st) M(st) N(en) Q(en) M(en) 1 88.704 48.602 81.711 -88.704 51.398 -95.689 2 77.928 38.012 35.286 -77.928 61.988 -155.167 3 73.808 73.396 149.673 -73.808 76.604 -165.717 4 48.602 -88.704 -81.711 -48
11、.602 -71.296 12.081 5 89.410 10.776 60.403 -89.410 -10.776 25.806 6 135.384 4.119 5.494 -135.384 -4.119 27.462 7 76.604 23.808 150.717 -76.604 -23.808 39.749 8 122.044 43.942 10.395 -122.044 106.058 -320.974 9 78.748 56.763 102.609 -78.748 -56.763 181.208 10 78.748 -93.237 -206.208 -78.748 93.237 -2
12、59.975 11 22.001 31.402 3.075 -22.001 68.598 -189.060 12 92.544 -50.748 -47.476 -92.544 -109.252 281.490 13 252.231 54.072 192.559 -252.231 -54.072 240.018 14 260.022 60.867 229.438 -260.022 -60.867 257.496 15 145.203 45.809 149.311 -145.203 -45.809 217.164 ( NA= 438 ) ( NW= 1347 )4.弯矩图(单位:kN*m)5.剪力
13、图(单位:kN)6.轴力图(单位:kN)二、计算图示桁架各杆的轴力。已知A=400mm2,E=2.0105 MPa。5分1.杆件及结点编号(见上图)2.输入数据* * question 2 * *200E6 13 8 12 11 2 400E-6 02 3 400E-6 01 4 400E-6 01 5 400E-6 02 5 400E-6 02 6 400E-6 02 7 400E-6 03 7 400E-6 03 8 400E-6 04 5 400E-6 05 6 400E-6 06 7 400E-6 07 8 400E-6 05 510 515 50 05 010 015 020 013
14、 023 033 041 042 043 053 062 063 073 082 083 031 25 -50 02 0 -50 03 0 -50 003.计算结果* * question 2 * * The Input Data The General Information E NM NJ NS NLC 2.000E+08 13 8 12 1 The Information of Members member start end A I 1 1 2 4.000000E-04 0.000000E+00 2 2 3 4.000000E-04 0.000000E+00 3 1 4 4.00000
15、0E-04 0.000000E+00 4 1 5 4.000000E-04 0.000000E+00 5 2 5 4.000000E-04 0.000000E+00 6 2 6 4.000000E-04 0.000000E+00 7 2 7 4.000000E-04 0.000000E+00 8 3 7 4.000000E-04 0.000000E+00 9 3 8 4.000000E-04 0.000000E+00 10 4 5 4.000000E-04 0.000000E+00 11 5 6 4.000000E-04 0.000000E+00 12 6 7 4.000000E-04 0.0
16、00000E+00 13 7 8 4.000000E-04 0.000000E+00 The Joint Coordinates joint X Y 1 5.000000 5.000000 2 10.000000 5.000000 3 15.000000 5.000000 4 .000000 .000000 5 5.000000 .000000 6 10.000000 .000000 7 15.000000 .000000 8 20.000000 .000000 The Information of Supports IS VS 13 .000000 23 .000000 33 .000000
17、 41 .000000 42 .000000 43 .000000 53 .000000 62 .000000 63 .000000 73 .000000 82 .000000 83 .000000 ( NA= 255 ) ( NW= 866 ) Loading Case 1 The Loadings at Joints NLJ= 3 ILJ PX PY PM 1 25.0000 -50.0000 .00000 2 .0000 -50.0000 .00000 3 .0000 -50.0000 .00000 The Loadings at Members NLM= 0 The Results o
18、f Calculation The Joint Displacements joint u v phi 1 7.585964E-03 -1.120205E-02 0.000000E+00 2 4.744983E-03 -6.036789E-03 0.000000E+00 3 2.685253E-03 -1.003018E-02 0.000000E+00 4 2.500000E-21 -2.045569E-21 0.000000E+00 5 2.840980E-03 -9.355533E-03 0.000000E+00 6 3.835441E-03 -9.658863E-21 0.000000E
19、+00 7 4.829902E-03 -8.964908E-03 0.000000E+00 8 6.889632E-03 -3.295569E-21 0.000000E+00 The Terminal Forces member N(st) Q(st) M(st) N(en) Q(en) M(en) 1 45.456 .000 .000 -45.456 .000 .000 2 32.956 .000 .000 -32.956 .000 .000 3 28.929 .000 .000 -28.929 .000 .000 4 29.544 .000 .000 -29.544 .000 .000 5
20、 -41.782 .000 .000 41.782 .000 .000 6 96.589 .000 .000 -96.589 .000 .000 7 -24.104 .000 .000 24.104 .000 .000 8 17.044 .000 .000 -17.044 .000 .000 9 46.606 .000 .000 -46.606 .000 .000 10 -45.456 .000 .000 45.456 .000 .000 11 -15.911 .000 .000 15.911 .000 .000 12 -15.911 .000 .000 15.911 .000 .000 13
21、 -32.956 .000 .000 32.956 .000 .000 ( NA= 255 ) ( NW= 866 )4.各杆轴力(受拉为正,受压为负 单位:kN)12345678910111213三作图示连续梁的、图,已知各杆截面均为矩形,截面宽0.35m,高0.5m,各杆E=3.45104MPa。5分1.杆件及结点编号(见上图)2.输入数据* * question 3 * *345E5 4 5 6 11 2 0.175 3.645833E-32 3 0.175 3.645833E-33 4 0.175 3.645833E-34 5 0.175 3.645833E-30 03 05 07 0
22、10 011 012 013 022 042 052 023 0 -120 504 0 0 -2521 4 -10 34 2 -120 1.54.计算结果* * question 3 * * 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
23、.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 ) Loadin
24、g Case 1 The Loadings at Joints NLJ= 2 ILJ PX PY PM 3 .0000 -120.0000 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 1.622641E-21 1.622641E-21
25、2 0.000000E+00 -7.969340E-21 -1.935076E-04 3 0.000000E+00 -3.495137E-04 1.803821E-04 4 0.000000E+00 -7.356132E-21 -1.305051E-04 5 0.000000E+00 1.702830E-21 3.335756E-04 The Terminal Forces member N(st) Q(st) M(st) N(en) Q(en) M(en) 1 .000 -1.226 -8.726 .000 31.226 -39.953 2 .000 63.467 39.953 .000 -63.467 86.981 3 .000 -56.533 -36.981 .000 56.533 -76.085 4 .000 77.028 51.085 .000 42.972 .000 ( NA= 66 ) ( NW= 307 )4.弯矩图(单位:kN*m)5.剪力图(单位:kN)
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