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1、算例一計算簡圖及結果輸出用平面剛架靜力計算程序下圖結構的內力。各桿EA,EI相同。已知:計算簡圖如下:(1)輸入原始數據控制參數3,5,8,7,1,2(NE,NJ,N,NW,NPJ,NPF)結點坐標集結點未知量編號單元桿端結點編號及單元EA、EI結點荷載非結點荷載(2)輸出結果NE=3NJ=5N=8NW=7NPJ=1NPF=2NODEXYXXYYZZ10.00000.000000020.00004.000012330.00004.000012444.00004.000056754.00000.0000008ELEMENTNODE-INODE-JEAEI1120.400000E+070.160
2、000E+052340.400000E+070.160000E+053540.400000E+070.160000E+05CODEPX-PY-PM7.-15.0000ELEMENTINDAQ1.2.2.0000-18.00002.1.4.0000-25.0000NODEUVCETA10.000000E+000.000000E+000.000000E+002-0.221743E-02-0.464619E-04-0.139404E-023-0.221743E-02-0.464619E-040.357876E-024-0.222472E-02-0.535381E-04-0.298554E-0250
3、.000000E+000.000000E+000.658499E-03ELEMENTNQM1N1=46.4619Q1=10.7119M1=-6.8477N2=-46.4619Q2=7.2881M2=0.00002N1=7.2881Q1=46.4619M1=0.0000N2=-7.2881Q2=53.5381M2=14.15233N1=53.5381Q1=7.2881M1=0.0000N2=-53.5381Q2=-7.2881M2=-29.1523算例二計算簡圖及結果輸出用平面剛架靜力計算程序下圖結構的內力。已知:桁架單元的抗拉剛度為,平面剛架單元的抗拉剛度為已知:,抗彎剛度為。計算簡圖如下:
4、(1)輸入原始數據控制參數(NE,NJ,N,NW,NPJ,NPF)結點坐標集結點未知量編號單元桿端結點編號及單元EA、EI非結點荷載(2)輸出結果NE=5NJ=4N=8NW=7NPJ=0NPF=1NODEXYXXYYZZ10.00000.000000124.00000.000023434.0000-3.000056048.00000.0000708ELEMENTNODE-INODE-JEAEI1120.600000E+070.184000E+062240.600000E+070.184000E+063310.200000E+070.000000E+004320.200000E+070.000
5、000E+005340.200000E+070.000000E+00ELEMENTINDAQ1.1.4.0000-20.0000NODEUVCETA10.000000E+000.000000E+000.312593E-032-0.202759E-04-0.253871E-03-0.144928E-033-0.202759E-04-0.185440E-030.000000E+004-0.405518E-040.000000E+00-0.227378E-04ELEMENTNQM1N1=30.4138Q1=37.1896M1=0.0000N2=-30.4138Q2=42.8104M2=11.241
6、52N1=30.4138Q1=2.8104M1=-11.2415N2=-30.4138Q2=-2.8104M2=0.00003N1=-38.0173Q1=0.0000M1=0.0000N2=38.0173Q2=0.0000M2=0.00004N1=45.6207Q1=0.0000M1=0.0000N2=-45.6207Q2=0.0000M2=0.00005N1=-38.0173Q1=0.0000M1=0.0000N2=38.0173Q2=0.0000M2=0.0000C主程序C(一)輸入原始數據DIMENSIONJE(2,100),JN(3,100),JC(6),EA(100),EI(100
7、),X(100),$Y(100),PJ(2,50),PF(4,100)REAL*8KE(6,6),KD(6,6),T(6,6),P(300),KB(200,20),F(6),FO(6),$D(6),BL,SI,CO,S,COPEN(5,FILE='RPF1.TXT')open(6,file='jieguo1.dat',status='new')READ(5,*)NE,NJ,N,NW,NPJ,NPFREAD(5