平面桿系結(jié)構(gòu)有限元編制程序

1、精選優(yōu)質(zhì)文檔-傾情為你奉上精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)專心-專注-專業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)平面桿系結(jié)構(gòu)有限元編制程序 斜腿剛構(gòu)計(jì)算一、程序編制說明 本程序全部采用Visual Basic語言編寫，可以進(jìn)行簡(jiǎn)單桿系結(jié)構(gòu)的受力分析，能夠精確計(jì)算出結(jié)構(gòu)體系的結(jié)點(diǎn)位移和內(nèi)力，并采用文本方式輸入和輸出數(shù)據(jù)，方便實(shí)用。例子是針對(duì)斜腿剛構(gòu)的計(jì)算，全橋共劃分為6個(gè)單元，計(jì)算簡(jiǎn)圖如下。二、子程序劃分DATA：數(shù)據(jù)的準(zhǔn)備與輸入ZG：總體剛體矩陣DG：?jiǎn)卧獎(jiǎng)偠染仃嘥RANSLATE：坐標(biāo)轉(zhuǎn)換矩陣RESULT：桿端位移與桿端力計(jì)算MULT：矩陣相乘MULT1：矩陣與向量相乘GAS：

2、高斯消元法BOUNDARY：邊界條件LOAD：外荷載三、標(biāo)識(shí)符說明：1、整數(shù)型變量NN：結(jié)點(diǎn)總個(gè)數(shù)ELE：?jiǎn)卧倐€(gè)數(shù)GD：固定支座個(gè)數(shù)JZ：鉸支座個(gè)數(shù)ZC：支承個(gè)數(shù)MS:系統(tǒng)總自由度數(shù)目（總剛階數(shù)）PN：荷載作用的結(jié)點(diǎn)數(shù)（結(jié)點(diǎn)荷載個(gè)數(shù)）2、一維數(shù)組變量EI：桿件抗彎剛度EA：桿件抗拉剛度Cn：cos值Sn：sin值LN：?jiǎn)卧蠖私Y(jié)點(diǎn)標(biāo)號(hào)數(shù)組RN：?jiǎn)卧叶私Y(jié)點(diǎn)標(biāo)號(hào)數(shù)組FX：水平方向結(jié)點(diǎn)外力FY：垂直方向結(jié)點(diǎn)外力MOMENT：結(jié)點(diǎn)彎矩Z：總體坐標(biāo)系下結(jié)點(diǎn)位移存儲(chǔ)P：總體坐標(biāo)系下結(jié)點(diǎn)力存儲(chǔ)3、二維數(shù)組變量BKE：局部坐標(biāo)單元?jiǎng)偠染仃嚧鎯?chǔ)TKE：體系總體剛度矩陣存儲(chǔ)T：坐標(biāo)轉(zhuǎn)換矩陣存儲(chǔ)四、源程序代碼D

3、im I, J As DoubleDim NN As Integer, ELE As Integer, MS As IntegerDim GD As Integer, JZ As Integer, ZC As Integer, PN As IntegerDim LRN(1 To 12, 1 To 12) As Double, L(1 To 7) As Double, G(1 To 21, 1 To 21) As DoubleDim EA(1 To 7) As Double, EI(1 To 7) As Double, Cn As Double, Sn As DoubleDim X(1 To 7

4、) As Double, Y(1 To 7) As Double, P(1 To 21) As DoubleDim TKE(1 To 21, 1 To 21) As Double, TKE1(1 To 21, 1 To 21) As DoubleDim BKE(1 To 6, 1 To 6) As Double, T(1 To 6, 1 To 6) As DoubleDim TZ(1 To 6, 1 To 6) As Double, Z(1 To 21) As DoubleDim LN(1 To 6) As Integer, RN(1 To 6) As IntegerDim FX(1 To 7

5、) As Double, FY(1 To 7) As Double, MOMENT(1 To 7) As DoublePrivate Sub Form_Click() Open e:homeworkgginput.txt For Input As #1 Open e:homeworkggoutput.txt For Output As #2 Call Data 輸入數(shù)據(jù) Call ZG 總剛度矩陣 Call Boundary 輸入邊界條件 Call load 輸入荷載 Call Result 計(jì)算結(jié)果（桿端力） Close #1 Close #2End SubPublic Sub Data()

6、 數(shù)據(jù)的準(zhǔn)備與輸入 Print #2, 平面桿系有限元程序斜腿剛構(gòu)計(jì)算 Print #2, = Print #2, 原始數(shù)據(jù)的輸入 Print #2, Print #2, 結(jié)點(diǎn)數(shù); Spc(3); 單元數(shù); Spc(3); 固定支座數(shù); Spc(3); 鉸支座數(shù); Spc(3); 支承數(shù); Spc(3); 結(jié)點(diǎn)荷載數(shù); Spc(3); 系統(tǒng)總自由度數(shù) Input #1, NN, GD, JZ, ZC, PN MS = 3 * NN: ELE = NN - 1 Print #2, NN; Spc(6); ELE; Spc(6); GD; Spc(6); JZ; Spc(6); ZC; Spc(6

7、); PN; Spc(6); MS Print #2, Print #2, = Print #2, 結(jié)點(diǎn)坐標(biāo)的輸入 Print #2, Print #2, 結(jié)點(diǎn); Spc(3); X; Spc(6); Y; Spc(3); 單位：米 For I = 1 To NN Input #1, I, X(I), Y(I) Print #2, I; Spc(3); X(I); Spc(6); Y(I) Next I Print #2, Print #2, = Print #2, 桿件相關(guān)信息的輸入 Print #2, Print #2, 桿件號(hào); Spc(3); 左結(jié)點(diǎn)號(hào); Spc(3); 右結(jié)點(diǎn)號(hào); S

8、pc(3); 抗彎剛度; Spc(3); 抗拉剛度; Spc(3); 桿件長(zhǎng)度; Spc(3); E=2.06E+11N/m2 For I = 1 To ELE Input #1, I, LN(I), RN(I), EI(I), EA(I) Next I For I = 1 To ELE L(I) = Sqr(Y(RN(I) - Y(LN(I) 2 + (X(RN(I) - X(LN(I) 2) Print #2, I; Spc(8); LN(I); Spc(8); RN(I); Spc(8); Format(EI(I), 0.000E+00); Spc(8); Format(EA(I), 0

9、.000E+00); Spc(8); (Format(L(I), 0.000) Next I 輸入結(jié)點(diǎn)編號(hào) LRN(1, 1) = 3#: LRN(1, 2) = 3#: LRN(1, 3) = 4# LRN(2, 1) = 1#: LRN(2, 2) = 2#: LRN(2, 3) = 3# LRN(1, 4) = 5#: LRN(1, 5) = 7#: LRN(1, 6) = 6# LRN(2, 4) = 4#: LRN(2, 5) = 5#: LRN(2, 6) = 5# Print #2, Print #2, = Print #2, 輸入結(jié)點(diǎn)荷載 Print #2, Print #2,

10、 結(jié)點(diǎn)號(hào); Spc(3); FX; Spc(4); FY; Spc(4); MOMENT; Spc(4); 單位：N For I = 1 To NN Input #1, I, FX(I), FY(I), MOMENT(I) Next I For I = 1 To NN Print #2, I; Spc(3); Format(FX(I), 0.0E+); Spc(4); Format(FY(I), 0.0E+); Spc(4); Format(MOMENT(I), 0.0E+) Next I Print #2, Print #2, = Print #2, 輸入約束條件 End SubPublic

11、 Sub DG(K) 形成單元?jiǎng)偠染仃嘑or K = 1 To ELE For I = 1 To 6 For J = 1 To 6 BKE(I, J) = 0# Next J Next I BKE(1, 1) = EA(K) / L(K) BKE(2, 1) = 0# BKE(2, 2) = 12 * EI(K) / L(K) * L(K) * L(K) BKE(3, 1) = 0# BKE(3, 2) = 6 * EI(K) / L(K) * L(K) BKE(3, 3) = 4 * EI(K) / L(K) BKE(4, 1) = -EA(K) / L(K) BKE(4, 2) = 0#

12、BKE(4, 3) = 0# BKE(4, 4) = EA(K) / L(K) BKE(5, 1) = 0# BKE(5, 2) = -12 * EI(K) / L(K) * L(K) * L(K) BKE(5, 3) = -6 * EI(K) / L(K) * L(K) BKE(5, 4) = 0# BKE(5, 5) = 12 * EI(K) / L(K) * L(K) * L(K) BKE(6, 1) = 0# BKE(6, 2) = 6 * EI(K) / L(K) * L(K) BKE(6, 3) = 2 * EI(K) / L(K) BKE(6, 4) = 0# BKE(6, 5)

13、 = -6 * EI(K) / L(K) * L(K) BKE(6, 6) = 4 * EI(K) / L(K) For I = 1 To 6 For J = 1 To 6 BKE(I, J) = BKE(J, I) Next J Next I Print #2, K, 單剛 For I = 1 To ELE For J = 1 To ELE Print #2, (Format(BKE(I, J), 0.000); Spc(2); Next J Print #2, Next I Next KEnd SubPublic Sub Translate(K) 形成坐標(biāo)變換矩陣 For K = 1 To

14、 ELE Cn = (X(RN(K) - X(LN(K) / L(K) Sn = (Y(RN(K) - Y(LN(K) / L(K) For I = 1 To 6 For J = 1 To 6 T(I, J) = 0# Next J Next I T(1, 1) = Cn T(1, 2) = Sn T(1, 3) = 0# T(2, 1) = -Sn T(2, 2) = Cn T(2, 3) = 0# T(3, 1) = 0# T(3, 2) = 0# T(3, 3) = 1# For I = 1 To 3 For J = 1 To 3 T(I + 3, J + 3) = T(I, J) Ne

15、xt J Next I Print #2, K; 單元, 坐標(biāo)變換矩陣 For I = 1 To ELE For J = 1 To ELE Print #2, (Format(T(I, J), 0.000); Spc(2); Next J Print #2, Next I Next K 形成坐標(biāo)變換矩陣的轉(zhuǎn)置矩陣(逆矩陣） For I = 1 To 6 For J = 1 To 6 TZ(I, J) = T(J, I) Next J Next IEnd SubPublic Sub ZG() 形成總體剛度矩陣Dim M As Integer, M1 As Integer, H As Intege

16、r, H1 As IntegerDim I As Integer, J As Integer, W As Integer, II As Integer, JJ As Integer For I = 1 To MS For J = 1 To MS TKE(I, J) = 0# Next J Next I For W = 1 To ELE 形成總體坐標(biāo)的單元?jiǎng)偠染仃?Call Translate(W) Call DG(W) Call MULT(BKE, T, G, 6, 6, 6) Call MULT(TZ, G, TKE1, 6, 6, 6) 形成總體剛度矩陣 For I = 1 To 2 Fo

17、r II = 1 To 3 M = 3 * (I - 1) + II M1 = 3 * (LRN(I, W) - 1) + I For J = 1 To 2 For JJ = 1 To 3 H = 3 * (J - 1) + JJ H1 = 3 * (LRN(J, W) - 1) + JJ TKE(M1, H1) = TKE(M1, H1) + TKE1(M, H) Next JJ Next J Next II Next I Next WPrint #2, 總剛For I = 1 To MS For J = 1 To MS Print #2, (Format(TKE(I, J), 0.0E+0

18、0); Spc(2); Next J Print #2,Next IEnd SubPublic Sub MULT(A, B, C, N1, N2, N3) 矩陣相乘運(yùn)算Dim A(N1, N2) As Double, B(N2, N3) As Double, C(N1, N3) As Double For I = 1 To N1 For J = 1 To N3 C(I, J) = 0# Next J Next I For I = 1 To N1 For J = 1 To N3 For K = 1 To N2 C(I, J) = C(I, J) + A(I, K) * B(K, J) Next

19、K Next J Next IEnd SubPublic Sub GAS(A, B, N, X) 高斯消元法Dim K As Double, H As DoubleFor K = 1 To N - 1 For J = K + 1 To N A(K, J) = A(K, J) / A(K, K) Next J B(K) = B(K) / A(K, K) For I = K + 1 To N For J = K + 1 To N A(I, J) = A(I, J) - A(I, K) * A(K, J) Next J B(I) = B(I) - A(I, K) * B(K) Next INext

20、KX(N) = B(N) / A(N, N)For I = N - 1 To 1 Step -1 H = 0 For J = I + 1 To N H = H + A(I, J) * X(J) Next J X(I) = B(I) - HNext IEnd SubPublic Sub load() 形成結(jié)點(diǎn)荷載向量 For I = 1 To MS P(I) = 0# Next I P(1) = 0# P(2) = 0# P(3) = 0# P(4) = 0# P(5) = 0# P(6) = 0# P(7) = 0# P(8) = 0# P(9) = 0# P(10) = 0# P(11) =

21、 - P(12) = 0# P(13) = 35000 P(14) = 0# P(15) = 0# P(16) = 0# P(17) = 0# P(18) = 0# P(19) = 0# P(20) = 0# P(21) = 0# Print #2, 結(jié)點(diǎn)荷載列向量 For I = 1 To MS Print #2, (Format(P(I), #.#E+) Next IEnd SubPublic Sub Boundary() 邊界條件處理 For I = 4 To 5 For J = 1 To MS TKE(I, J) = 0# Next J Next I For J = 4 To 5 Fo

22、r I = 1 To MS TKE(I, J) = 0# Next I Next J For I = 19 To 20 For J = 1 To MS TKE(I, J) = 0# Next J Next I For J = 19 To 20 For I = 1 To MS TKE(I, J) = 0# Next I Next J For J = 1 To MS TKE(2, J) = 0# Next J For I = 1 To MS TKE(I, 2) = 0# Next I For J = 1 To MS TKE(17, J) = 0# Next J For I = 1 To MS TK

23、E(I, 17) = 0# Next I TKE(2, 2) = 1# TKE(4, 4) = 1# TKE(5, 5) = 1# TKE(17, 17) = 1# TKE(19, 19) = 1# TKE(20, 20) = 1#End SubPublic Sub Result() 計(jì)算桿端位移和桿端力Dim Q(1 To 6) As Double, F(1 To 6) As Double Call GAS(TKE, P, MS, Z) Call MULT(TKE, Z, P, MS, MS) Print #2, = Print #2, 計(jì)算數(shù)據(jù)輸出 Print #2, = Print #2

24、, 桿端位移 Print #2, 結(jié)點(diǎn)號(hào), 水平方向u, 垂直方向v, 轉(zhuǎn)角fai Print #2, = Print #2, 桿端力 Print #2, 桿件號(hào), U（左端); Spc(4); V（左端); Spc(4); M（左端); Spc(4); U(右端); Spc(4); V（右端）; Spc(4); M（右端） For I = 1 To MS Print #2, Format(Z(I), 0.00E-00) Next I Print #2, Print #2, For I = 1 To MS Print #2, Format(P(I), 0.00000E+00) Next IEn

25、d SubPublic Sub MULT1(A, B, C, N1, N2) 矩陣與向量相乘 For I = 1 To N1 C(I) = 0# Next I For I = 1 To N1 For J = 1 To N2 C(I) = C(I) + A(I, J) * B(J) Next J Next IEnd Sub五、數(shù)據(jù)的輸入與結(jié)果輸出數(shù)據(jù)的輸入7,0,4,6,21,-0.8,3.62,0,03,4.2,3.64,11.9,3.65,23.1,3.66,39.3,3.67,38.5,01,1,3,0.618E+11,2.06E+112,2,3,0.618E+09,0.309E+113,

26、3,4,0.618E+11,2.06E+114,4,5,0.618E+11,2.06E+115,5,7,0.618E+09,0.309E+116,5,6,0.618E+11,2.06E+111,0,0,02,0,0,03,0,0,04,0,-,05,35000,0,06,0,0,07,0,0,0平面桿系有限元程序斜腿剛構(gòu)計(jì)算=原始數(shù)據(jù)的輸入結(jié)點(diǎn)數(shù) 單元數(shù) 固定支座數(shù) 鉸支座數(shù) 支承數(shù) 結(jié)點(diǎn)荷載數(shù) 系統(tǒng)總自由度數(shù) 7 6 0 4 6 2 21 =結(jié)點(diǎn)坐標(biāo)的輸入結(jié)點(diǎn) X Y 1 -.8 3.6 2 0 0 3 4.2 3.6 4 11.9 3.6 5 23.1 3.6 6 39.3 3.6 7 3

27、8.5 0 =桿件相關(guān)信息的輸入桿件號(hào) 左結(jié)點(diǎn)號(hào) 右結(jié)點(diǎn)號(hào) 抗彎剛度 抗拉剛度 桿件長(zhǎng)度 E=2.06E+11N/m2 1 1 3 6.180E+10 2.060E+11 5.000 2 2 3 6.180E+08 3.090E+10 5.532 3 3 4 6.180E+10 2.060E+11 7.700 4 4 5 6.180E+10 2.060E+11 11.200 5 5 7 6.180E+08 3.090E+10 15.815 6 5 6 6.180E+10 2.060E+11 16.200=輸入結(jié)點(diǎn)荷載結(jié)點(diǎn)號(hào) FX FY MOMENT 單位：N 1 0.0E+0 0.0E+0 0

28、.0E+0 2 0.0E+0 0.0E+0 0.0E+0 3 0.0E+0 0.0E+0 0.0E+0 4 0.0E+0 -1.0E+5 0.0E+0 5 3.5E+4 0.0E+0 0.0E+0 6 0.0E+0 0.0E+0 0.0E+0 7 0.0E+0 0.0E+0 0.0E+0=1 單元 坐標(biāo)變換矩陣 2 單元 坐標(biāo)變換矩陣1.000 0.000 0.000 0.000 0.000 0.000 0.759 0.651 0.000 0.000 0.000 0.0000.000 1.000 0.000 0.000 0.000 0.000 -0.651 0.759 0.000 0.000

29、0.000 0.0000.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.0000.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.759 0.651 0.0000.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 -0.651 0.759 0.0000.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 3 單

30、元 坐標(biāo)變換矩陣 4 單元 坐標(biāo)變換矩陣1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.0000.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.0000.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.0000.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0

31、.0000.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.0000.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.0005 單元 坐標(biāo)變換矩陣 6 單元 坐標(biāo)變換矩陣0.974 -0.228 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.0000.228 0.974 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000

32、 0.000 0.0000.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.0000.000 0.000 0.000 0.974 -0.228 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.228 0.974 0.000 0.000 0.000 0.000 0.000 1.000 0.0000.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 1.0001單

33、元 單剛 2單元 單剛0.200 0.000 0.000 -0.200 0.000 0.000 0.027 0.000 0.000 -0.027 0.000 0.0000.000 18.000 1.800 0.000 -18.000 1.800 0.000 0.199 0.018 0.000 -0.199 0.0180.000 1.800 0.240 0.000 -1.800 0.120 0.000 0.018 0.002 0.000 -0.018 0.001-0.200 0.000 0.000 0.200 0.000 0.000 -0.027 0.000 0.000 0.027 0.000

34、0.000 0.000 -18.000 -1.800 0.000 18.000 -1.800 0.000 -0.199 -0.018 0.000 0.199 -0.0180.000 1.800 0.120 0.000 -1.800 0.240 0.000 0.018 0.001 0.000 -0.018 0.002 3單元 單剛 4單元 單剛0.130 0.000 0.000 -0.130 0.000 0.000 0.089 0.000 0.000 -0.089 0.000 0.0000.000 27.720 1.800 0.000 -27.720 1.800 0.000 40.320 1.8

35、00 0.000 -40.320 1.8000.000 1.800 0.156 0.000 -1.800 0.078 0.000 1.800 0.107 0.000 -1.800 0.054-0.130 0.000 0.000 0.130 0.000 0.000 -0.089 0.000 0.000 0.089 0.000 0.0000.000 -27.720 -1.800 0.000 27.720 -1.800 0.000 -40.320 -1.800 0.000 40.320 -1.8000.000 1.800 0.078 0.000 -1.800 0.156 0.000 1.800 0.

36、054 0.000 -1.800 0.1075單元 單剛 6單元 單剛0.009 0.000 0.000 -0.009 0.000 0.000 0.062 0.000 0.000 -0.062 0.000 0.0000.000 0.569 0.018 0.000 -0.569 0.018 0.000 58.320 1.800 0.000 -58.320 1.8000.000 0.018 0.001 0.000 -0.018 0.000 0.000 1.800 0.074 0.000 -1.800 0.037-0.009 0.000 0.000 0.009 0.000 0.000 -0.062

37、0.000 0.000 0.062 0.000 0.0000.000 -0.569 -0.018 0.000 0.569 -0.018 0.000 -58.320 -1.800 0.000 58.320 -1.8000.000 0.018 0.000 0.000 -0.018 0.001 0.000 1.800 0.037 0.000 -1.800 0.074計(jì)算數(shù)據(jù)輸出=桿端位移（單位；米）結(jié)點(diǎn)號(hào) 水平方向u 垂直方向v 轉(zhuǎn)角fai1 2.70E-06 0.00E00 1.01E-062 0.00E00 0.00E00 1.54E-053 2.70E-06 -1.90E-07 8.42E-0

38、74 3.45E-06 -2.31E-07 -2.88E-075 4.53E-06 -1.35E-07 -1.66E-066 4.53E-06 0.00E00 -2.46E-067 0.00E00 0.00E00 2.21E-05=桿端力 （單位：N）桿件號(hào) U（左端) V（左端) M（左端) U(右端) V（右端） M（右端）1 1.11344E+05 0.00000E+00 4.97608E+04 -5.56955E+04 -8.54568E+05 1.14291E+052 0.00000E+00 0.00000E+00 6.86927E+03 -5.56955E+04 -8.54568E

39、+05 1.14291E+053 -5.56955E+04 -8.54568E+05 1.14291E+05 1.08313E+04 -6.70673E+05 1.47854E+054 1.08313E+04 -6.70673E+05 1.47854E+05 4.99074E+04 3.87023E+05 1.16445E+055 4.99074E+04 3.87023E+05 1.16445E+05 0.00000E+00 0.00000E+00 -3.02171E+036 4.99074E+04 3.87023E+05 1.16445E+05 -3.10727E+04 0.00000E+0

40、0 5.12607E+04總體剛度矩陣4.1E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -4.1E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 3.7E+12 -3.7E+11 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -3.7E+12 -3.7E+11 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+

41、00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -3.7E+11 4.9E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 3.7E+11 2.5E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 2.1E+10 -1.8E+10 2.4E+09 -2.1E+10 1.8E+10 2.4E+0

42、9 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -1.8E+10 2.6E+10 -2.8E+09 1.8E+10 -2.6E+10 -2.8E+09 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 2.4E+0

43、9 -2.8E+09 4.5E+08 -2.4E+09 2.8E+09 2.2E+08 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -4.1E+10 0.0E+00 0.0E+00 -2.1E+10 1.8E+10 -2.4E+09 8.9E+10 -1.8E+10 -2.4E+09 -2.7E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.

44、0E+00 0.0E+00 0.0E+00 -3.7E+12 3.7E+11 1.8E+10 -2.6E+10 2.8E+09 -1.8E+10 9.4E+12 2.8E+09 0.0E+00 -5.7E+12 -3.7E+11 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -3.7E+11 2.5E+10 2.4E+09 -2.8E+09 2.2E+08 -2.4E+09 2.8E+09 8.2E+10 0.0E+00 3.7E+11 1.6E+10 0.0E+00 0.0E+0

45、0 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -2.7E+10 0.0E+00 0.0E+00 4.5E+10 0.0E+00 0.0E+00 -1.8E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -5.7E+12 3.7E+11 0.0E+00 1.4E+13 0.0E+00 0.0E+00 -8.3E+12 -3.7E+11 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 -3.7E+11 1.6E+10 0.0E+00 0.0E+00 5.4E+10 0.0E+00 3.7E+11 1.1E+10 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+00 0.0E+0