结构力学pf程序报告.doc

中 南 大 学土木工程学院结构力学 PF程序报告 指导老师：殷勇姓 名：班 级：土木工程10班学 号：12081020132012年10月土木工程2010级结构力学矩阵位移法上机题目1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。解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。依次对杆件和结点进行编号，具体如下图表 平面钢架输入数据表* * 矩阵位移法上机题目一 2012.10.17 15:11 * *3.0E+7 16 13 9 1 1 2 0.16 21333E-72 3 0.16 21333E-73 4 0.16 21333E-74 5 0.2975 17912E-65 6 0.2975 17912E-63 7 0.2975 17912E-62 8 0.2975 17912E-69 8 0.16 21333E-78 7 0.16 21333E-77 6 0.16 21333E-76 13 0.21 63E-47 12 0.21 63E-48 11 0.21 63E-410 11 0.16 21333E-711 12 0.16 21333E-712 13 0.16 21333E-70. 0.0. 4.50. 7.70. 10.93.8 10.97.6 10.97.6 7.77.6 4.57.6 0.11.4 0.11.4 4.511.4 7.711.4 10.911 012 013 091 092 093 0101 0102 0103 043 100 0 04 100 0 05 0 0 -156 0 0 -1551 3 20 4.5 6 4 -36 7.67 4 -36 7.67 2 -26 3.813 4 -36 3.813 2 -26 2.712 4 -36 3.8 表 平面钢架输出数据表Invalid keyboard code specified* * * * 矩阵位移法上机题目一 2012.10.17 15:11 * * * * The Input Data The General Information E NM NJ NS NLC 3.000E+07 16 13 9 1 The Information of Membersmember start end A I 1 1 2 1.600000E-01 2.133300E-03 2 2 3 1.600000E-01 2.133300E-03 3 3 4 1.600000E-01 2.133300E-03 4 4 5 2.975000E-01 1.791200E-02 5 5 6 2.975000E-01 1.791200E-02 6 3 7 2.975000E-01 1.791200E-02 7 2 8 2.975000E-01 1.791200E-02 8 9 8 1.600000E-01 2.133300E-03 9 8 7 1.600000E-01 2.133300E-03 10 7 6 1.600000E-01 2.133300E-03 11 6 13 2.100000E-01 6.300000E-03 12 7 12 2.100000E-01 6.300000E-03 13 8 11 2.100000E-01 6.300000E-03 14 10 11 1.600000E-01 2.133300E-03 15 11 12 1.600000E-01 2.133300E-03 16 12 13 1.600000E-01 2.133300E-03 The Joint Coordinatesjoint 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 7.600000 7.700000 8 7.600000 4.500000 9 7.600000 .000000 10 11.400000 .000000 11 11.400000 4.500000 12 11.400000 7.700000 13 11.400000 10.900000 The Information of Supports IS VS 11 .000000 12 .000000 13 .000000 91 .000000 92 .000000 93 .000000 101 .000000 102 .000000 103 .000000 ( NA= 357 ) ( NW= 1167 ) Loading Case 1 The Loadings at Joints NLJ= 4 ILJ PX PY PM 3 100.0000 .0000 .00000 4 100.0000 .0000 .00000 5 .0000 .0000 -15.00000 6 .0000 .0000 -15.00000 The Loadings at Members NLM= 5 ILM ITL PV DST 1 3 20.0000 4.500000 6 4 -36.0000 7.600000 7 4 -36.0000 7.600000 7 2 -26.0000 3.800000 13 4 -36.0000 3.800000 The Results of Calculation The Joint Displacementsjoint u v phi 1 7.124702E-21 -1.651370E-20 -1.785128E-20 2 1.133421E-02 -1.548159E-04 -1.280200E-03 3 1.614914E-02 -2.093026E-04 -9.533345E-04 4 1.853733E-02 -1.999720E-04 -1.043765E-04 5 1.850170E-02 -2.560689E-04 1.216862E-05 6 1.846607E-02 -3.823420E-04 -1.413113E-04 7 1.607487E-02 -3.912967E-04 1.696096E-04 8 1.133179E-02 -3.101710E-04 4.990340E-05 9 9.644892E-21 -3.308490E-20 -2.163003E-20 10 7.730406E-21 -2.140140E-20 -1.874847E-20 11 1.131623E-02 -2.006381E-04 -9.527899E-04 12 1.605984E-02 -2.474257E-04 -6.382962E-04 13 1.845003E-02 -2.657110E-04 -1.465630E-04 The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en) 1 165.137 116.247 212.263 -165.137 -26.247 108.349 2 81.730 29.092 40.010 -81.730 -29.092 53.084 3 -13.996 16.309 9.115 13.996 -16.309 43.073 4 83.691 -13.996 -43.073 -83.691 13.996 -10.111 5 83.691 -13.996 -4.889 -83.691 13.996 -48.296 6 87.217 95.726 -62.200 -87.217 177.874 -249.963 7 2.845 83.407 -148.359 -2.845 216.193 -356.228 8 330.849 96.449 216.300 -330.849 -96.449 217.720 9 121.689 119.396 188.640 -121.689 -119.396 193.428 10 -13.432 57.104 97.584 13.432 -57.104 85.148 11 26.587 -27.428 -51.852 -26.587 27.428 -52.374 12 24.925 -42.753 -41.049 -24.925 42.753 -121.414 13 25.792 -7.033 -50.131 -25.792 143.833 -236.513 14 214.014 77.304 187.485 -214.014 -77.304 160.384 15 70.181 51.512 76.129 -70.181 -51.512 88.709 16 27.428 26.587 32.705 -27.428 -26.587 52.374 ( NA= 357 ) ( NW= 1187 )轴力图：FN图（单位kN）剪力图：FS图（单位kN）弯矩图：M图（单位kNm）2、计算图示桁架各杆的轴力。已知A=2400mm2,E=2.0105 MPa。5分解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。依次对杆件和结点进行编号，具体如下图表 平面钢架输入数据表* * 矩阵位移法上机题目二 2012.10.17 15:33 * *2.0E+8 14 9 4 11 2 24E-4 1.0E-82 3 24E-4 1.0E-81 3 24E-4 1.0E-82 4 24E-4 1.0E-83 4 24E-4 1.0E-83 5 24E-4 1.0E-84 5 24E-4 1.0E-85 6 24E-4 1.0E-85 7 24E-4 1.0E-86 7 24E-4 1.0E-86 8 24E-4 1.0E-87 9 24E-4 1.0E-86 9 24E-4 1.0E-88 9 24E-4 1.0E-80. 0.0. 6.2. 3.2. 6.4. 6.6. 3.6. 6.8. 6.8. 0.11 012 091 092 052 0 -50 04 0 -50 05 0 -50 07 0 -50 08 -10 -50 00表 平面钢架输出数据表* * * * 矩阵位移法上机题目二 2012.10.17 15:33 * * * * The Input Data The General Information E NM NJ NS NLC 2.000E+08 14 9 4 1 The Information of Membersmember start end A I 1 1 2 2.400000E-03 1.000000E-08 2 2 3 2.400000E-03 1.000000E-08 3 1 3 2.400000E-03 1.000000E-08 4 2 4 2.400000E-03 1.000000E-08 5 3 4 2.400000E-03 1.000000E-08 6 3 5 2.400000E-03 1.000000E-08 7 4 5 2.400000E-03 1.000000E-08 8 5 6 2.400000E-03 1.000000E-08 9 5 7 2.400000E-03 1.000000E-08 10 6 7 2.400000E-03 1.000000E-08 11 6 8 2.400000E-03 1.000000E-08 12 7 9 2.400000E-03 1.000000E-08 13 6 9 2.400000E-03 1.000000E-08 14 8 9 2.400000E-03 1.000000E-08 The Joint Coordinatesjoint 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 3.000000 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 ( NA= 189 ) ( NW= 745 ) Loading Case 1 The Loadings at Joints NLJ= 5 ILJ PX PY PM 2 .0000 -50.0000 .00000 4 .0000 -50.0000 .00000 5 .0000 -50.0000 .00000 7 .0000 -50.0000 .00000 8 -10.0000 -50.0000 .00000 The Loadings at Members NLM= 0 The Results of Calculation The Joint Displacementsjoint u v phi 1 -3.833372E-21 -1.325000E-20 -1.743727E-04 2 -4.307281E-04 -9.374874E-04 -2.496372E-05 3 2.232601E-04 -7.727262E-04 1.915268E-04 4 -5.001685E-04 -1.085212E-03 1.896775E-04 5 -5.696094E-04 -5.967883E-04 -1.209999E-04 6 -2.337542E-03 -1.585525E-03 -4.027150E-05 7 -6.807168E-04 -1.398052E-03 -5.729002E-04 8 -4.303688E-03 -4.375078E-04 8.428896E-04 9 2.833372E-21 -1.175000E-20 8.746425E-04 The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en) 1 74.999 .000 .000 -74.999 .000 .000 2 -30.044 .000 .000 30.044 .000 .000 3 69.107 .000 .000 -69.107 .000 .001 4 16.666 .001 .001 -16.666 -.001 .001 5 49.998 .000 .000 -49.998 .000 .000 6 39.062 .000 .000 -39.062 .000 -.001 7 16.666 -.001 -.001 -16.666 .001 -.002 8 21.033 .001 .002 -21.033 -.001 .002 9 26.666 .000 .001 -26.666 .000 .000 10 -29.996 .001 .001 29.996 -.001 .001 11 18.027 .000 -.001 -18.027 .000 .000 12 84.323 .000 .000 -84.323 .000 .000 13 3.009 -.001 -.002 -3.009 .001 -.001 14 35.001 .000 .000 -35.001 .000 .000 ( NA= 189 ) ( NW= 745 )轴力图：FN图（单位kN）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。5分解：本题中力的单位统一为kN，长度单位为m，弹模的单位为kPa。依次对杆件和结点进行编号，具体如下图表 连续梁输入数据表* * 矩阵位移法上机题目三 2012.10.17 15:39 * *3.45E+7 4 5 6 11 2 6.5 5.52 3 6.5 5.53 4 6.5 5.54 5 6.5 5.50.0 0.040.0 0.060.0 0.080.0 0.0120.0 0.011 012 013 022 042 052 013 0 -320 -10041 4 -10.5 402 4 -10.5 203 4 -10.5 204 4 -10.5 40表 连续梁输出数据表Invalid keyboard code specified* * * * 矩阵位移法上机题目三 2012.10.17 15:39 * * * * The Input Data The General Information E NM NJ NS NLC 3.450E+07 4 5 6 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 4 4 5 6.500000E+00 5.500000E+00 The Joint Coordinatesjoint X Y 1 .000000 .000000 2 40.000000 .000000 3 60.000000 .000000 4 80.000000 .000000 5 120.000000 .000000 The Information of Supports IS VS 11 .000000 12 .000000 13 .000000 22 .000000 42 .000000 52 .