结构力学 矩阵位移法作业.doc

1 作图示刚架的、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=3.0104 MPa 标号及分单元划分 计算输出结果* * wang cheng hao 200901 * * The Input Data The General Information E NM NJ NS NLC 3.000E+07 10 9 9 1 The Information of Membersmember start end A I 1 1 2 1.600000E-01 2.133000E-03 2 2 3 1.600000E-01 2.133000E-03 3 3 6 2.975000E-01 1.790000E-02 4 2 5 2.975000E-01 1.790000E-02 5 4 5 1.600000E-01 2.133000E-03 6 5 6 1.600000E-01 2.133000E-03 7 5 8 2.100000E-01 6.300000E-03 8 6 9 2.100000E-01 6.300000E-03 9 7 8 1.600000E-01 2.133000E-03 10 8 9 1.600000E-01 2.133000E-03 The Joint Coordinatesjoint X Y 1 .000000 .000000 2 .000000 4.500000 3 .000000 7.700000 4 7.200000 .000000 5 7.200000 4.500000 6 7.200000 7.700000 7 10.000000 .000000 8 10.000000 4.500000 9 10.000000 7.700000 The Information of Supports IS VS 11 .000000 12 .000000 13 .000000 41 .000000 42 .000000 43 .000000 71 .000000 72 .000000 73 .000000 ( NA= 180 ) ( NW= 673 ) Loading Case 1 The Loadings at Joints NLJ= 1 ILJ PX PY PM 9 .0000 .0000 -15.00000 The Loadings at Members NLM= 7 ILM ITL PV DST 1 3 20.0000 4.500000 2 3 20.0000 3.200000 3 4 -196.0000 7.200000 4 4 -36.0000 7.200000 7 2 -26.0000 2.700000 7 4 -36.0000 3.800000 8 4 -196.0000 3.800000 The Results of Calculation The Joint Displacementsjoint u v phi 1 3.034552E-21 -7.568894E-20 -7.494658E-21 2 4.656375E-03 -7.095838E-04 -4.689976E-04 3 6.414487E-03 -1.138627E-03 -3.252309E-03 4 4.091261E-21 -1.284215E-19 -9.106066E-21 5 4.698061E-03 -1.203951E-03 6.981090E-05 6 6.309349E-03 -1.976041E-03 2.021588E-03 7 3.774187E-21 -5.368958E-20 -8.623830E-21 8 4.687578E-03 -5.033399E-04 -9.276283E-05 9 6.303058E-03 -7.395401E-04 -5.394127E-04 The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en) 1 756.889 75.346 108.697 -756.889 14.654 27.858 2 643.565 -66.328 -84.600 -643.565 130.328 -230.049 3 130.328 643.565 230.049 -130.328 767.635 -676.701 4 -51.673 113.325 56.742 51.673 145.875 -173.926 5 1284.215 40.913 91.061 -1284.215 -40.913 93.046 6 1158.135 116.174 146.849 -1158.135 -116.174 224.908 7 23.588 -19.795 -65.969 -23.588 182.595 -115.178 8 14.154 390.500 451.794 -14.154 354.300 -28.715 9 536.896 37.742 86.238 -536.896 -37.742 83.600 10 354.300 14.154 31.578 -354.300 -14.154 13.715 ( NA= 180 ) ( NW= 701 )2、计算图示桁架各杆的轴力。已知A=2400mm2,E=2.0105 MPa。单元划分及编号运行程序结果* * * * wang xhengf hao 200902 * * * The Input Data The General Information E NM NJ NS NLC 2.000E+11 30 17 4 1 The Information of Membersmember start end A I 1 1 2 2.400000E-03 1.000000E-15 2 1 3 2.400000E-03 1.000000E-15 3 2 8 2.400000E-03 1.000000E-15 4 8 9 2.400000E-03 1.000000E-15 5 3 4 2.400000E-03 1.000000E-15 6 4 5 2.400000E-03 1.000000E-15 7 5 6 2.400000E-03 1.000000E-15 8 6 9 2.400000E-03 1.000000E-15 9 3 7 2.400000E-03 1.000000E-15 10 2 7 2.400000E-03 1.000000E-15 11 4 7 2.400000E-03 1.000000E-15 12 5 7 2.400000E-03 1.000000E-15 13 2 5 2.400000E-03 1.000000E-15 14 5 8 2.400000E-03 1.000000E-15 15 6 8 2.400000E-03 1.000000E-15 16 9 10 2.400000E-03 1.000000E-15 17 10 11 2.400000E-03 1.000000E-15 18 11 12 2.400000E-03 1.000000E-15 19 12 13 2.400000E-03 1.000000E-15 20 9 16 2.400000E-03 1.000000E-15 21 15 16 2.400000E-03 1.000000E-15 22 10 16 2.400000E-03 1.000000E-15 23 11 16 2.400000E-03 1.000000E-15 24 11 15 2.400000E-03 1.000000E-15 25 11 14 2.400000E-03 1.000000E-15 26 12 14 2.400000E-03 1.000000E-15 27 14 15 2.400000E-03 1.000000E-15 28 13 14 2.400000E-03 1.000000E-15 29 15 17 2.400000E-03 1.000000E-15 30 13 17 2.400000E-03 1.000000E-15 The Joint Coordinatesjoint X Y 1 .000000 .000000 2 2.000000 3.500000 3 .000000 4.000000 4 1.000000 4.750000 5 2.000000 5.500000 6 3.000000 6.250000 7 1.000000 3.750000 8 3.000000 5.250000 9 4.000000 7.000000 10 5.000000 6.250000 11 6.000000 5.500000 12 7.000000 4.750000 13 8.000000 4.000000 14 7.000000 3.750000 15 6.000000 3.500000 16 5.000000 5.250000 17 8.000000 .000000 The Information of Supports IS VS 11 .000000 12 .000000 171 .000000 172 .000000 ( NA= 498 ) ( NW= 1707 ) Loading Case 1 The Loadings at Joints NLJ= 9 ILJ PX PY PM 3 .0000 -12000.0000 .00000 4 .0000 -5000.0000 .00000 5 .0000 -5000.0000 .00000 6 .0000 -5000.0000 .00000 9 .0000 -5000.0000 .00000 10 .0000 -5000.0000 .00000 11 .0000 -5000.0000 .00000 12 .0000 -5000.0000 .00000 13 .0000 -12000.0000 .00000 The Loadings at Members NLM= 0 The Results of Calculation The Joint Displacementsjoint u v phi 1 -5.714285E-19 -2.950000E-18 -5.676598E-05 2 1.833298E-04 -2.161644E-04 2.716851E-05 3 1.682251E-04 -1.625000E-04 -1.236830E-04 4 2.265672E-04 -2.809795E-04 -4.829400E-05 5 1.786882E-04 -2.578311E-04 2.349593E-05 6 1.336072E-04 -2.384131E-04 1.067515E-04 7 1.583219E-04 -2.705629E-04 -3.193943E-05 8 1.918511E-04 -2.279964E-04 4.762948E-05 9 -2.389755E-18 -1.009603E-04 -1.533844E-18 10 -1.336072E-04 -2.384131E-04 -1.067515E-04 11 -1.786882E-04 -2.578311E-04 -2.349593E-05 12 -2.265672E-04 -2.809795E-04 4.829400E-05 13 -1.682251E-04 -1.625000E-04 1.236830E-04 14 -1.583219E-04 -2.705629E-04 3.193943E-05 15 -1.833298E-04 -2.161644E-04 -2.716851E-05 16 -1.918511E-04 -2.279964E-04 -4.762948E-05 17 5.714285E-19 -2.950000E-18 5.676598E-05 The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en) 1 11517.510 .000 .000 -11517.510 .000 .000 2 19500.000 .000 .000 -19500.000 .000 .000 3 1439.687 .000 .000 -1439.687 .000 .000 4 -3599.224 .000 .000 3599.224 .000 .000 5 9374.999 .000 .000 -9374.999 .000 .000 6 9375.001 .000 .000 -9375.001 .000 .000 7 9375.001 .000 .000 -9375.001 .000 .000 8 9375.003 .000 .000 -9375.003 .000 .000 9 -7730.824 .000 .000 7730.824 .000 .000 10 -5153.883 .000 .000 5153.883 .000 .000 11 5000.001 .000 .000 -5000.001 .000 .000 12 -5038.912 .000 .000 5038.912 .000 .000 13 10000.000 .000 .000 -10000.000 .000 .000 14 -2576.942 .000 .000 2576.942 .000 .000 15 5000.001 .000 .000 -5000.001 .000 .000 16 9375.003 .000 .000 -9375.003 .000 .000 17 9375.001 .000 .000 -9375.001 .000 .000 18 9375.001 .000 .000 -9375.001 .000 .000 19 9374.999 .000 .000 -9374.999 .000 .000 20 -3599.224 .000 .000 3599.224 .000 .000 21 1439.687 .000 .000 -1439.687 .000 .000 22 5000.001 .000 .000 -5000.001 .000 .000 23 -2576.942 .000 .000 2576.942 .000 .000 24 10000.000 .000 .000 -10000.000 .000 .000 25 -5038.912 .000 .000 5038.912 .000 .000 26 5000.001 .000 .000 -5000.001 .000 .000 27 -5153.883 .000 .000 5153.883 .000 .000 28 -7730.824 .000 .000 7730.824 .000 .000 29 11517.510 .000 .000 -11517.510 .000 .000 30 19500.000 .000 .000 -19500.000 .000 .000 ( NA= 498 ) ( NW= 1707 )3作图示连续梁的、图，已知各梁截面面积A=6.5,惯性矩I=5.50，各杆E=3.45104MPa。 单元划分及编号运行程序及输出结果:* * * * wang cheng hao .200903 * * * * The Input Data The General Information E NM NJ NS NLC 3.450E+10 3 4 5 1 The Information of Membersmember start end A I 1 1 2 6.500000E+00 5.500000E+00 2 2 3 6.500000E+00 5.500000E+00 3 3 4 6.500000E+00 5.500000E+00 The Joint Coordinatesjoint X Y 1 .000000 .000000 2 40.000000 .000000 3 80.000000 .000000 4 120.000000 .000000 The Information of