1、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NFSM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 DataThe General InformationE NM NJ NS NLC3.000E+07 10 9 9 1The Information of Membersmember start end A I1 1 2 1.600000E-01 2.133000E-032 2 3
2、 1.600000E-01 2.133000E-033 3 6 2.975000E-01 1.790000E-024 2 5 2.975000E-01 1.790000E-025 4 5 1.600000E-01 2.133000E-036 5 6 1.600000E-01 2.133000E-037 5 8 2.100000E-01 6.300000E-038 6 9 2.100000E-01 6.300000E-039 7 8 1.600000E-01 2.133000E-0310 8 9 1.600000E-01 2.133000E-03The Joint Coordinatesjoin
3、t X Y1 .000000 .0000002 .000000 4.5000003 .000000 7.7000004 7.200000 .0000005 7.200000 4.5000006 7.200000 7.7000007 10.000000 .0000008 10.000000 4.5000009 10.000000 7.700000The Information of SupportsIS VS11 .00000012 .00000013 .00000041 .00000042 .00000043 .00000071 .00000072 .00000073 .000000( NA=
4、 180 )( NW= 673 )Loading Case 1The Loadings at JointsNLJ= 1ILJ PX PY PM9 .0000 .0000 -15.00000The Loadings at MembersNLM= 7ILM ITL PV DST1 3 20.0000 4.5000002 3 20.0000 3.2000003 4 -196.0000 7.2000004 4 -36.0000 7.2000007 2 -26.0000 2.7000007 4 -36.0000 3.8000008 4 -196.0000 3.800000The Results of C
5、alculationThe Joint Displacementsjoint u v phi1 3.034552E-21 -7.568894E-20 -7.494658E-212 4.656375E-03 -7.095838E-04 -4.689976E-043 6.414487E-03 -1.138627E-03 -3.252309E-034 4.091261E-21 -1.284215E-19 -9.106066E-215 4.698061E-03 -1.203951E-03 6.981090E-056 6.309349E-03 -1.976041E-03 2.021588E-037 3.
6、774187E-21 -5.368958E-20 -8.623830E-218 4.687578E-03 -5.033399E-04 -9.276283E-059 6.303058E-03 -7.395401E-04 -5.394127E-04The 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 27.8582 643.565 -66.328 -84.600 -643.565 130.328 -230.0493 130.328 643.565 2
7、30.049 -130.328 767.635 -676.7014 -51.673 113.325 56.742 51.673 145.875 -173.9265 1284.215 40.913 91.061 -1284.215 -40.913 93.0466 1158.135 116.174 146.849 -1158.135 -116.174 224.9087 23.588 -19.795 -65.969 -23.588 182.595 -115.1788 14.154 390.500 451.794 -14.154 354.300 -28.7159 536.896 37.742 86.2
8、38 -536.896 -37.742 83.60010 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 DataThe General InformationE NM NJ NS NLC2.000E+11 30 17 4 1The Information of Membersmember start end A
9、 I1 1 2 2.400000E-03 1.000000E-152 1 3 2.400000E-03 1.000000E-153 2 8 2.400000E-03 1.000000E-154 8 9 2.400000E-03 1.000000E-155 3 4 2.400000E-03 1.000000E-156 4 5 2.400000E-03 1.000000E-157 5 6 2.400000E-03 1.000000E-158 6 9 2.400000E-03 1.000000E-159 3 7 2.400000E-03 1.000000E-1510 2 7 2.400000E-03
10、 1.000000E-1511 4 7 2.400000E-03 1.000000E-1512 5 7 2.400000E-03 1.000000E-1513 2 5 2.400000E-03 1.000000E-1514 5 8 2.400000E-03 1.000000E-1515 6 8 2.400000E-03 1.000000E-1516 9 10 2.400000E-03 1.000000E-1517 10 11 2.400000E-03 1.000000E-1518 11 12 2.400000E-03 1.000000E-1519 12 13 2.400000E-03 1.00
11、0000E-1520 9 16 2.400000E-03 1.000000E-1521 15 16 2.400000E-03 1.000000E-1522 10 16 2.400000E-03 1.000000E-1523 11 16 2.400000E-03 1.000000E-1524 11 15 2.400000E-03 1.000000E-1525 11 14 2.400000E-03 1.000000E-1526 12 14 2.400000E-03 1.000000E-1527 14 15 2.400000E-03 1.000000E-1528 13 14 2.400000E-03
12、 1.000000E-1529 15 17 2.400000E-03 1.000000E-1530 13 17 2.400000E-03 1.000000E-15The Joint Coordinatesjoint X Y1 .000000 .0000002 2.000000 3.5000003 .000000 4.0000004 1.000000 4.7500005 2.000000 5.5000006 3.000000 6.2500007 1.000000 3.7500008 3.000000 5.2500009 4.000000 7.00000010 5.000000 6.2500001
13、1 6.000000 5.50000012 7.000000 4.75000013 8.000000 4.00000014 7.000000 3.75000015 6.000000 3.50000016 5.000000 5.25000017 8.000000 .000000The Information of SupportsIS VS11 .00000012 .000000171 .000000172 .000000( NA= 498 )( NW= 1707 )Loading Case 1The Loadings at JointsNLJ= 9ILJ PX PY PM3 .0000 -12
14、000.0000 .000004 .0000 -5000.0000 .000005 .0000 -5000.0000 .000006 .0000 -5000.0000 .000009 .0000 -5000.0000 .0000010 .0000 -5000.0000 .0000011 .0000 -5000.0000 .0000012 .0000 -5000.0000 .0000013 .0000 -12000.0000 .00000The Loadings at MembersNLM= 0The Results of CalculationThe Joint Displacementsjo
15、int u v phi1 -5.714285E-19 -2.950000E-18 -5.676598E-052 1.833298E-04 -2.161644E-04 2.716851E-053 1.682251E-04 -1.625000E-04 -1.236830E-044 2.265672E-04 -2.809795E-04 -4.829400E-055 1.786882E-04 -2.578311E-04 2.349593E-056 1.336072E-04 -2.384131E-04 1.067515E-047 1.583219E-04 -2.705629E-04 -3.193943E
16、-058 1.918511E-04 -2.279964E-04 4.762948E-059 -2.389755E-18 -1.009603E-04 -1.533844E-1810 -1.336072E-04 -2.384131E-04 -1.067515E-0411 -1.786882E-04 -2.578311E-04 -2.349593E-0512 -2.265672E-04 -2.809795E-04 4.829400E-0513 -1.682251E-04 -1.625000E-04 1.236830E-0414 -1.583219E-04 -2.705629E-04 3.193943
17、E-0515 -1.833298E-04 -2.161644E-04 -2.716851E-0516 -1.918511E-04 -2.279964E-04 -4.762948E-0517 5.714285E-19 -2.950000E-18 5.676598E-05The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en)1 11517.510 .000 .000 -11517.510 .000 .0002 19500.000 .000 .000 -19500.000 .000 .0003 1439.687 .000 .000
18、-1439.687 .000 .0004 -3599.224 .000 .000 3599.224 .000 .0005 9374.999 .000 .000 -9374.999 .000 .0006 9375.001 .000 .000 -9375.001 .000 .0007 9375.001 .000 .000 -9375.001 .000 .0008 9375.003 .000 .000 -9375.003 .000 .0009 -7730.824 .000 .000 7730.824 .000 .00010 -5153.883 .000 .000 5153.883 .000 .000
19、11 5000.001 .000 .000 -5000.001 .000 .00012 -5038.912 .000 .000 5038.912 .000 .00013 10000.000 .000 .000 -10000.000 .000 .00014 -2576.942 .000 .000 2576.942 .000 .00015 5000.001 .000 .000 -5000.001 .000 .00016 9375.003 .000 .000 -9375.003 .000 .00017 9375.001 .000 .000 -9375.001 .000 .00018 9375.001
20、 .000 .000 -9375.001 .000 .00019 9374.999 .000 .000 -9374.999 .000 .00020 -3599.224 .000 .000 3599.224 .000 .00021 1439.687 .000 .000 -1439.687 .000 .00022 5000.001 .000 .000 -5000.001 .000 .00023 -2576.942 .000 .000 2576.942 .000 .00024 10000.000 .000 .000 -10000.000 .000 .00025 -5038.912 .000 .000
21、 5038.912 .000 .00026 5000.001 .000 .000 -5000.001 .000 .00027 -5153.883 .000 .000 5153.883 .000 .00028 -7730.824 .000 .000 7730.824 .000 .00029 11517.510 .000 .000 -11517.510 .000 .00030 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SFM2m4
22、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 DataThe General InformationE NM NJ NS NLC3.450E+10 3 4 5 1The Information of Membersmember start end A I1 1 2 6.500000E+00 5.500000E+002 2 3 6.500000E+00 5.500000E+003 3 4 6.500000E+00 5.500000E+00The Joint Coordinatesjo
23、int X Y1 .000000 .0000002 40.000000 .0000003 80.000000 .0000004 120.000000 .000000The Information of SupportsIS VS11 .00000012 .00000022 .00000032 .00000042 .000000( NA= 51 )( NW= 240 )Loading Case 1The Loadings at JointsNLJ= 0The Loadings at MembersNLM= 4ILM ITL PV DST1 4 -10500.0000 40.0000002 2 -
24、320000.0000 20.0000002 4 -10500.0000 40.0000003 4 -10500.0000 40.000000The Results of CalculationThe Joint Displacementsjoint u v phi1 0.000000E+00 6.600000E-18 -5.480896E-052 0.000000E+00 -6.600000E-18 -3.794466E-053 0.000000E+00 -6.600000E-18 3.794466E-054 0.000000E+00 6.600000E-18 5.480896E-05The Terminal Forcesmember N(st) Q(st) M(st) N(en) Q(en) M(en)1 .000 144000.000 .000 .000 276000.000-2640000.0002 .000 370000.000 2640000.000 .000 370000.000-2640000.0003 .000 276000.000 2640000.000 .000 144000.000 .000( NA= 51 )( NW= 256 )
