斜拉橋有限元模擬

1、目 錄一工程概況2二建模過(guò)程32.1 截面幾何特性計(jì)算32.1.1 主梁截面簡(jiǎn)化及計(jì)算32.1.2 主塔截面簡(jiǎn)化及計(jì)算42.2 拉索初始應(yīng)變計(jì)算及彈模修正值計(jì)算6三模型建立113.1 不考慮垂度效應(yīng)建模113.1.1無(wú)初始應(yīng)變建模113.1.2改變拉索實(shí)常數(shù)233.1.3成橋狀態(tài)模態(tài)分析243.2 考慮垂度效應(yīng)建模263.2.1 無(wú)初始應(yīng)變狀態(tài)建模263.2.2 更改拉索實(shí)常數(shù)58四總結(jié)分析59一工程概況1. 橋型：三塔四跨分離式雙主梁斜拉橋2. 跨徑：兩主跨跨徑1500m，兩邊跨分別設(shè)置兩個(gè)過(guò)渡墩，跨徑408+244=652m3. 橋?qū)挘?0.5m4. 主梁：分離式雙主梁，單根主梁寬23.2

2、5m4. 橋塔：中塔為空間鉆石型造型，塔高460m，分叉點(diǎn)距塔頂121m，分叉點(diǎn)距橋面239m，分叉點(diǎn)距塔身連接橫梁250m，塔身連接橫梁距塔底89m，橫梁縱橋向長(zhǎng)64m，橫橋向長(zhǎng)71m，塔底塔柱橫橋向間距32m，縱橋向間距40m；邊塔為平面鉆石型造型，塔高386m，分叉點(diǎn)距塔頂101m，分叉點(diǎn)距橋面204m，分叉點(diǎn)距塔身連接橫梁215m，塔身連接橫梁距塔底70m，連接橫梁橫橋向長(zhǎng)54.3m，塔底兩塔柱橫橋向間距40m。7. 塔底距橋面距離：此處考慮縱坡影響，假設(shè)塔底同一水平線上，中塔處橋面距塔底，邊塔處橋面距塔底，第一過(guò)渡墩處橋面距塔底，第二過(guò)渡墩處橋面距塔底。8. 拉索：邊跨有兩種索距，分

3、別為12m和16m，652m=8×2（兩端距離）+12×13（14根間距為12m的拉索）+16×30（30根間距為16m的拉索），一幅邊跨共計(jì)44根拉索，編號(hào)A0-A43；主跨只有16m一種索距，1500m=8×2（兩端距離）+16×43（44根間距為16m的拉索，錨于邊塔上，編號(hào)J0-J43）+12+16×49（50根間距為16m的拉索，錨于主塔上，編號(hào)Z0-1，Z0-2，Z1-Z48）。9. 梁間橫梁：主梁間橫梁布置與與拉索布置方式相對(duì)應(yīng)。10. 約束條件：左橋端第一及第二過(guò)渡墩僅給予主梁豎向及橫向的平移自由度約束， 右橋端第一及

4、第二過(guò)渡墩處僅給予主梁豎向的及橫向的平移自由度約束；邊塔處剛橫梁僅給予主梁橫向和豎向約束，中塔處剛橫梁給予主梁橫向、縱向及豎向約束；索塔底部完全固結(jié)，索單元和梁?jiǎn)卧o予全鉸約束；10. 材料：1. 主梁： 2. 剛性魚(yú)刺橫梁和主塔連接橫梁： 3. 斜拉索： 3. 索塔：11. 目標(biāo)任務(wù)：利用大型有限元軟件ANSYS建立斜拉橋全橋模型，分析重力作用下的結(jié)構(gòu)響應(yīng)并對(duì)結(jié)構(gòu)進(jìn)行動(dòng)力特性分析，比較是否考慮幾何非線性（P-效應(yīng)及大位移）對(duì)結(jié)果的影響。建模過(guò)程中，主梁及主塔使用BEAM4單元模擬，拉索使用LINK180單元模擬。12.斜拉橋非線性的主要影響因素13.利用ANSYS進(jìn)行斜拉橋建模步驟斜拉橋設(shè)計(jì)

5、，施工過(guò)程中，結(jié)構(gòu)分析一般需考慮幾何非線性，如：斜拉橋垂度效應(yīng)，大位移效應(yīng)以及梁塔的組合效應(yīng)，二建模過(guò)程2.1 截面幾何特性計(jì)算2.1.1 主梁截面簡(jiǎn)化及計(jì)算主梁采用空間魚(yú)刺雙梁模型，使用BEAM4單元建模，所有截面幾何特性以及質(zhì)量集中于兩根縱梁上，縱梁取標(biāo)準(zhǔn)斷面，建模時(shí)節(jié)點(diǎn)建于截面形心處；橫梁取真實(shí)橫梁截面，魚(yú)骨梁相對(duì)為剛性構(gòu)件，無(wú)質(zhì)量，只起傳遞力流的作用，截面可隨意指定。圖2.1 主梁標(biāo)準(zhǔn)斷面簡(jiǎn)化圖（頂板30mm，底板24mm）圖2.2 橫梁標(biāo)準(zhǔn)斷面圖（頂?shù)装寮案拱?4mm，加勁肋10mm）表2.1 縱梁及橫梁截面幾何特性表格（m）面積IxIyCx(+)Cx(-)Cy(+)Cy(-)J主梁

6、1.676.1876.1112.1311.131.603.439.18橫梁0.270.990.511.611.612.512.510.87魚(yú)骨梁1/31/31/31/31/31/31/31/32.1.2 主塔截面簡(jiǎn)化及計(jì)算（1）中塔截面簡(jiǎn)化 圖2.3 中塔錨索段標(biāo)準(zhǔn)斷面圖（頂?shù)装寮案拱?4mm，加勁肋10mm）上述四個(gè)截面分別記做ZMSD-1，ZMSD-2，ZMSD-3，ZMSD-4。 圖2.4 中塔上塔柱 圖2.5 中塔下塔柱（鋼混組合截面） 圖2.6 中塔橫梁截面上述三個(gè)截面分別記做ZSTZ，ZXTZ，ZHL（2）邊塔截面簡(jiǎn)化 圖2.7 邊塔錨索段標(biāo)準(zhǔn)斷面圖（頂?shù)装寮案拱?4mm，加勁肋1

7、0mm）上述四個(gè)截面分別記做BMSD-1，BMSD-2，BMSD-3，BMSD-4。 圖2.8 邊塔上塔柱 圖2.9 邊塔下塔柱（鋼混組合截面） 圖2.10 邊塔橫梁截面上述三個(gè)截面分別記做BSTZ，BXTZ，BHL2.2 拉索初始應(yīng)變計(jì)算及彈模修正值計(jì)算不考慮幾何非線性進(jìn)行靜力分析時(shí)，可不考慮垂度效應(yīng)，即拉索彈模不需進(jìn)行修正；考慮非線性進(jìn)行靜力分析時(shí)，需考慮垂度效應(yīng)，此時(shí)斜拉橋的拉索模擬采用等效彈性模量法。等效彈性模量方法用直弦桿代替實(shí)際的曲線索，直弦桿的彈性模量為考慮垂度變化影響的有效彈性模量。等效彈性模量計(jì)算如下：式中：Eeff 拉索等效彈模；E拉索材料有效模量；T拉索初張力；l拉索水平

8、投影長(zhǎng)度；w拉索單位長(zhǎng)度重量；A拉索橫截面面積；考慮垂度效應(yīng)的拉索彈模修正計(jì)算見(jiàn)下表。表2.3 拉索成橋狀態(tài)拉索應(yīng)變及彈模修正計(jì)算編號(hào)索力T（N）規(guī)格(PES7-)面積A(mm2)應(yīng)力(MPa)應(yīng)變索長(zhǎng)投影(m)單位長(zhǎng)度拉索重量(kg/m)彈性模量(MPa)修正彈性模量（MPa）A43790900028310885.6 727 0.0038 64484.9 1.90E+05172721 A42780000028310885.6 717 0.0038 63284.9 1.90E+05172658 A41845900028310885.6 777 0.0041 62084.9 1.90E+0517

9、6615 A40909420030111578.0 785 0.0041 60890.3 1.90E+05177475 A39895860030111578.0 774 0.0041 59690.3 1.90E+05177414 A38955695031312039.5 794 0.0042 58493.9 1.90E+05178725 A37940680030111578.0 812 0.0043 57290.3 1.90E+05179850 A36925535030111578.0 799 0.0042 56090.3 1.90E+05179789 A35945202530111578.0

10、 816 0.0043 54890.3 1.90E+05180770 A34929137530111578.0 803 0.0042 53690.3 1.90E+05180707 A33912870028310885.6 839 0.0044 52484.9 1.90E+05182154 A32929600028310885.6 854 0.0045 51284.9 1.90E+05182878 A31938460028310885.6 862 0.0045 50084.9 1.90E+05183381 A30920580028310885.6 846 0.0045 48884.9 1.90E

11、+05183322 A29827310026510193.2 812 0.0043 47279.5 1.90E+05182947 A2873690002419270.1 795 0.0042 45672.3 1.90E+05182992 A2760130001997654.5 786 0.0041 44059.7 1.90E+05183230 A2658845001997654.5 769 0.0040 42459.7 1.90E+05183290 A2557545001997654.5 752 0.0040 40859.7 1.90E+05183354 編號(hào)索力T（N）規(guī)格(PES7-)面積

12、A(mm2)應(yīng)力(MPa)應(yīng)變索長(zhǎng)投影(m)單位長(zhǎng)度拉索重量(kg/m)彈性模量(MPa)修正彈性模量（MPa）A2456240001997654.5 735 0.0039 39259.7 1.90E+05183425 A2365904002238577.7 768 0.0040 37666.9 1.90E+05184674 A2269680002419270.1 752 0.0040 36072.3 1.90E+05184783 A2167951002419270.1 733 0.0039 34472.3 1.90E+05184861 A2071309002419270.1 769 0.00

13、40 32872.3 1.90E+05185934 A1974396002539731.6 764 0.0040 31275.9 1.90E+05186246 A1872387002419270.1 781 0.0041 29672.3 1.90E+05186820 A1765357502238577.7 762 0.0040 28066.9 1.90E+05186935 A1663498502118116.1 782 0.0041 26463.3 1.90E+05187476 A1561652501997654.5 805 0.0042 24859.7 1.90E+05187953 A145

14、9826001997654.5 782 0.0041 23259.7 1.90E+05188039 A1358019001997654.5 758 0.0040 21659.7 1.90E+05188135 A1256244501997654.5 735 0.0039 20059.7 1.90E+05188244 A1154509001997654.5 712 0.0037 18459.7 1.90E+05188366 A1052819001997654.5 690 0.0036 16859.7 1.90E+05188502 A951194002118116.1 631 0.0033 1526

15、3.3 1.90E+05188395 A849647002118116.1 612 0.0032 13663.3 1.90E+05188590 A737065001877193.0 515 0.0027 12056.1 1.90E+05188168 A63602500187 7193.0 501 0.0026 10456.1 1.90E+05188499 A53274000187 7193.0 455 0.0024 8856.1 1.90E+05188567 A43197000187 7193.0 444 0.0023 7256.1 1.90E+05188968 A33131500187 71

16、93.0 435 0.0023 5656.1 1.90E+05189334 A23026500199 7654.5 395 0.0021 4059.7 1.90E+05189546 7193.0 423 0.0022 2456.1 1.90E+05189867 A030805001877193.0 428 0.0023 856.1 1.90E+05189986 J023780001877193.0 331 0.0017 856.1 1.90E+05189969 J12392000187 7193.0 333 0.0018 2456.1 1.90E+05189725 J

17、22420500199 7654.5 316 0.0017 4059.7 1.90E+05189115 J32460500187 7193.0 342 0.0018 5656.1 1.90E+05188633 J42512000187 7193.0 349 0.0018 7256.1 1.90E+05187884 J52572500187 7193.0 358 0.0019 8856.1 1.90E+05187070 J62641500187 7193.0 367 0.0019 10456.1 1.90E+05186237 J727180001877193.0 378 0.0020 12056

18、.1 1.90E+05185422 J828005001877193.0 389 0.0020 13656.1 1.90E+05184646 J928880001877193.0 402 0.0021 15256.1 1.90E+05183926 J1029795001877193.0 414 0.0022 16856.1 1.90E+05183267 編號(hào)索力T（N）規(guī)格(PES7-)面積A(mm2)應(yīng)力(MPa)應(yīng)變索長(zhǎng)投影(m)單位長(zhǎng)度拉索重量(kg/m)彈性模量(MPa)修正彈性模量（MPa）J1130750001997654.5 402 0.0021 18459.7 1.90E+05

19、181243 J1231730001997654.5 415 0.0022 20059.7 1.90E+05180616 J1332730001997654.5 428 0.0023 21659.7 1.90E+05180058 J1433750001997654.5 441 0.0023 23259.7 1.90E+05179568 J1534780001997654.5 454 0.0024 24859.7 1.90E+05179134 J1635820001997654.5 468 0.0025 26459.7 1.90E+05178753 J1736865001997654.5 482

20、 0.0025 28059.7 1.90E+05178416 J1837920001997654.5 495 0.0026 29659.7 1.90E+05178124 J1938970001997654.5 509 0.0027 31259.7 1.90E+05177861 J2040020001997654.5 523 0.0028 32859.7 1.90E+05177629 J2141070002118116.1 506 0.0027 34463.3 1.90E+05175198 J2242115002118116.1 519 0.0027 36063.3 1.90E+05174984

21、 J2347075002419270.1 508 0.0027 37672.3 1.90E+05172747 J2448205002419270.1 520 0.0027 39272.3 1.90E+05172554 J2549325002419270.1 532 0.0028 40872.3 1.90E+05172378 J2650440002419270.1 544 0.0029 42472.3 1.90E+05172219 J2751540002419270.1 556 0.0029 44072.3 1.90E+05172068 J28566940026510193.2 556 0.00

22、29 45679.5 1.90E+05170893 J29566940026510193.2 556 0.0029 47279.5 1.90E+05169675 J30593400026510193.2 582 0.0031 48879.5 1.90E+05170914 J31604980026510193.2 594 0.0031 50479.5 1.90E+05170801 J32616380026510193.2 605 0.0032 52079.5 1.90E+05170689 J33695520030111578.0 601 0.0032 53690.3 1.90E+05169249

23、 J34707880031312039.5 588 0.0031 55293.9 1.90E+05166859 J35660165030111578.0 570 0.0030 56890.3 1.90E+05163651 J36704825030111578.0 609 0.0032 58490.3 1.90E+05166687 J37651250028310885.6 598 0.0031 60084.9 1.90E+05164426 J38661600028310885.6 608 0.0032 61684.9 1.90E+05164308 J39638305028310885.6 586

24、 0.0031 63284.9 1.90E+05160570 J40647947528310885.6 595 0.0031 64884.9 1.90E+05160445 J41657447528310885.6 604 0.0032 66484.9 1.90E+05160317 J42631800028310885.6 580 0.0031 68084.9 1.90E+05155891 J43640620030111578.0 553 0.0029 69690.3 1.90E+05150250 Z48675000028310885.6 620 0.0033 79284.9 1.90E+051

25、52808 Z47675000030111578.0 583 0.0031 77690.3 1.90E+05148305 Z46727500030111578.0 628 0.0033 76090.3 1.90E+05156328 編號(hào)索力T（N）規(guī)格(PES7-)面積A(mm2)應(yīng)力(MPa)應(yīng)變索長(zhǎng)投影(m)單位長(zhǎng)度拉索重量(kg/m)彈性模量(MPa)修正彈性模量（MPa）Z45720300030111578.0 622 0.0033 74490.3 1.90E+05156678 Z44720300030111578.0 622 0.0033 72890.3 1.90E+05157856

26、 Z43720300030111578.0 622 0.0033 71290.3 1.90E+05159026 Z42720300030111578.0 622 0.0033 69690.3 1.90E+05160186 Z41710350028310885.6 653 0.0034 68084.9 1.90E+05164652 Z40700300028310885.6 643 0.0034 66484.9 1.90E+05164759 Z39690150026510193.2 677 0.0036 64879.5 1.90E+05168865 Z38679900026510193.2 667

27、 0.0035 63279.5 1.90E+05168961 Z37669500026510193.2 657 0.0035 61679.5 1.90E+05169055 Z36659000026510193.2 647 0.0034 60079.5 1.90E+05169152 Z35648400026510193.2 636 0.0033 58479.5 1.90E+05169252 Z3465015002539731.6 668 0.0035 56875.9 1.90E+05172712 Z3363905002539731.6 657 0.0035 55275.9 1.90E+05172

28、798 Z3262790002539731.6 645 0.0034 53675.9 1.90E+05172892 Z3161660002539731.6 634 0.0033 52075.9 1.90E+05172987 Z3060515002419270.1 653 0.0034 50472.3 1.90E+05175200 Z2959365002419270.1 640 0.0034 48872.3 1.90E+05175295 Z2858200002419270.1 628 0.0033 47272.3 1.90E+05175392 Z2757025002238577.7 665 0.

29、0035 45666.9 1.90E+05178325 Z2655835002238577.7 651 0.0034 44066.9 1.90E+05178414 Z2554640002238577.7 637 0.0034 42466.9 1.90E+05178513 Z2453435002118116.1 658 0.0035 40863.3 1.90E+05180272 Z2352220002118116.1 643 0.0034 39263.3 1.90E+05180373 Z2251000002118116.1 628 0.0033 37663.3 1.90E+05180486 Z2

30、149770001997654.5 650 0.0034 36059.7 1.90E+05182059 Z2048535001997654.5 634 0.0033 34459.7 1.90E+05182176 Z1947295001997654.5 618 0.0033 32859.7 1.90E+05182307 Z1846055001997654.5 602 0.0032 31259.7 1.90E+05182456 Z1744810001997654.5 585 0.0031 29659.7 1.90E+05182621 Z1643570001877193.0 606 0.0032 2

31、8056.1 1.90E+05183995 Z1542335001877193.0 589 0.0031 26456.1 1.90E+05184175 Z1441105001877193.0 571 0.0030 24856.1 1.90E+05184378 Z1343873501997654.5 573 0.0030 23259.7 1.90E+05185105 Z1250284002419270.1 542 0.0029 21672.3 1.90E+05184997 Z1156242502539731.6 578 0.0030 20075.9 1.90E+05186426 Z1054510

32、002419270.1 588 0.0031 18472.3 1.90E+05187117 Z952822502419270.1 570 0.0030 16872.3 1.90E+05187356 Z851195002118116.1 631 0.0033 15263.3 1.90E+05188396 Z749642501997654.5 649 0.0034 13659.7 1.90E+05188816 Z64818000199 7654.5 629 0.0033 12059.7 1.90E+05188990 Z54683000199 7654.5 612 0.0032 10459.7 1.

33、90E+05189173 Z44560750199 7654.5 596 0.0031 8859.7 1.90E+05189359 Z34452750199 7654.5 582 0.0031 7259.7 1.90E+05189538 Z24362000199 7654.5 570 0.0030 5659.7 1.90E+05189703 Z12810000187 7193.0 391 0.0021 4056.1 1.90E+05189529 Z0_228270001395346.6 529 0.0028 2441.7 1.90E+05189932 Z0_137186501395346.6

34、696 0.0037 841.7 1.90E+05189997 三模型建立主梁采用空間魚(yú)骨雙梁模型，使用BEAM4單元建模，所有截面幾何特性以及質(zhì)量集中于兩根縱梁上，縱梁取標(biāo)準(zhǔn)斷面，建模時(shí)節(jié)點(diǎn)建于截面形心處；橫梁取真實(shí)橫梁截面，魚(yú)骨梁相對(duì)為剛性構(gòu)件，無(wú)質(zhì)量，只起傳遞力流的作用。邊塔使用BEAM4單元建模，塔頂（A）到分叉點(diǎn)（B）劃分為4段共5個(gè)節(jié)點(diǎn)，用于錨固拉索單元，除錨固段外，上塔柱、下塔柱及塔身橫梁均采用單一截面的梁?jiǎn)卧！Ｖ兴褂肂EAM4單元建模，塔頂（A）到分叉點(diǎn)（B）劃分為4段共5個(gè)節(jié)點(diǎn)，用于錨固拉索單元，除錨固段外，上塔柱、下塔柱及塔身橫梁均采用單一截面梁?jiǎn)卧?。拉索使用LI

35、NK10單元建模。邊界約束條件如下處理，左橋端第一及第二過(guò)渡墩僅給予主梁豎向及橫向的平移自由度約束，右橋端第一及第二過(guò)渡墩處僅給予主梁豎向的及橫向的平移自由度約束；索塔底部完全固結(jié)，索單元和梁?jiǎn)卧o予全鉸約束；主梁完全漂浮體系。3.1 不考慮垂度效應(yīng)建模3.1.1無(wú)初始應(yīng)變建模/PREP7ET,1,4 ET,2,10MP,EX,1,3.5E10 MP,PRXY,1,0.17MP,DENS,1,2500MP,EX,2,10E15MP,PRXY,2,0MP,DENS,2,0MP,EX,3,1.9E11MP,PRXY,3,0.25MP,DENS,3,7800MP,EX,4,2.1E11MP,PRXY

36、,4,0.31MP,DENS,4,7800R,1,109.3,3457.1,2555.4,14.2,15.4RMORE,4520.9R,2,124.6,4834.5,3045.9,14.2,19.0RMORE,5618.9R,3,135.4,7448.1,3488.7,14.2,22.6RMORE,7191.9R,4,151.1,11218.0,4509.0,15.0,26.2RMORE,9755.6R,5,79.5,956.0,2628.8,9.4,17.2RMORE,2280.0R,6,95.6,993.0,3685.1,9.0,19.0RMORE,5618.9R,7,200,8000,8

37、000,19.0,14.2RMORE,5618.9R,8,184.4,7267.9,7304.7,18.0,18.4RMORE,11879.6R,9,227.5,11251.6,11683.2,21.8,22.2RMORE,16234.0R,10,273.3,18596.3,19713.1,25.6,26RMORE,26560.8R,11,301.2,27115.4,24081.9,29.2,27.2RMORE,35320.1R,12,68.8,1178.3,1849.9,11.2,14.6RMORE,2312.3R,13,58.4,603.3,1814.3,9.0,15.2RMORE,142

38、7.0R,14,200,8000,8000,19.0,14.2RMORE,5618.9R,15,1.67,76.11,7.18,5.0,23.3RMORE,15.08R,16,2.67,124.60,10.13,5.0,23.3 RMORE,26.03R,17,2.20,124.60,10.13,5.0,23.3 RMORE,26.03R,19,0.27,0.99,0.51,3.2,5.0 RMORE,0.87R,20,1,1/12,1/12,1,1 RMORE,1/3R,21,0.0072 R,22,0.0077R,23,0.0081R,24,0.0086R,25,0.0093R,26,0.

39、0097R,27,0.0102R,28,0.0053R,29,0.0109R,30,0.0116R,31,0.0120finish/PREP7*do,i,1,14x=-2144+(i-1)*12y1=-30.25y2=-18y3=18y4=30.25N,4*(i-1)+1,x,y1,0+0.169*(i-1)N,4*(i-1)+2,x,y2,0+0.169*(i-1)N,4*(i-1)+3,x,y3,0+0.169*(i-1)N,4*(i-1)+4,x,y4,0+0.169*(i-1)*enddo*do,i,1,30x=-1972+(i-1)*16y1=-30.25y2=-18y3=18y4=

40、30.25N,56+4*(i-1)+1,x,y1,2.41+0.215*(i-1)N,56+4*(i-1)+2,x,y2,2.41+0.215*(i-1)N,56+4*(i-1)+3,x,y3,2.41+0.215*(i-1)N,56+4*(i-1)+4,x,y4,2.41+0.215*(i-1)*enddo*do,i,1,44x=-1492+(i-1)*16y1=-30.25y2=-18y3=18y4=30.25N,176+4*(i-1)+1,x,y1,9.02+0.21*(i-1)N,176+4*(i-1)+2,x,y2,9.02+0.21*(i-1)N,176+4*(i-1)+3,x,y

41、3,9.02+0.21*(i-1)N,176+4*(i-1)+4,x,y4,9.02+0.21*(i-1)*enddo*do,i,1,50x=-792+(i-1)*16y1=-30.25y2=-18y3=18y4=30.25N,352+4*(i-1)+1,x,y1,18.26+0.2106*(i-1)N,352+4*(i-1)+2,x,y2,18.26+0.2106*(i-1)N,352+4*(i-1)+3,x,y3,18.26+0.2106*(i-1)N,352+4*(i-1)+4,x,y4,18.26+0.2106*(i-1)*enddo/PREP7Type,1$Real,15$Mat,4

42、*do,i,1,5$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoType,1$Real,16$Mat,4*do,i,6,15$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoType,1$Real,15$Mat,4*do,i,16,25$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoType,1$Real,17$Mat,4*do,i,26,45$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j

43、3,j3+4$*enddoType,1$Real,16$Mat,4*do,i,46,55$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoType,1$Real,15$Mat,4*do,i,56,120$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoType,1$Real,16$Mat,4*do,i,121,137$j2=4*(i-1)+2$j3=4*(i-1)+3$E,j2,j2+4$E,j3,j3+4$*enddoFinish/PREP7Type,1Real,20Mat,2*d

44、o,i,1,14j1=4*(i-1)+1j2=4*(i-1)+2j3=4*(i-1)+3j4=4*(i-1)+4E,j1,j2E,j4,j3*enddo*do,i,1,30j1=56+4*(i-1)+1j2=56+4*(i-1)+2j3=56+4*(i-1)+3j4=56+4*(i-1)+4E,j1,j2E,j4,j3*enddo*do,i,1,44j1=176+4*(i-1)+1j2=176+4*(i-1)+2j3=176+4*(i-1)+3j4=176+4*(i-1)+4E,j1,j2E,j4,j3*enddo*do,i,1,50j1=352+4*(i-1)+1j2=352+4*(i-1)

45、+2j3=352+4*(i-1)+3j4=352+4*(i-1)+4E,j1,j2E,j4,j3*enddoFinish/PREP7Type,1Real,19Mat,4*do,i,1,138j2=4*(i-1)+2j3=4*(i-1)+3E,j2,j3*enddo/PREP7i=552N,i+1,-1500,-20,-77.8N,i+2,-1500,-35,-3.8N,i+3,-1500,20,-77.8N,i+4,-1500,35,-3.8N,i+5,-1500,0,208.2N,i+6,-1500,0,233.2N,i+7,-1500,0,258.2N,i+8,-1500,0,283.2N

46、,i+9,-1500,0,308.2Finish/PREP7Type,1Mat,1Real,1E,i+8,i+9Real,2E,i+7,i+8Real,3E,i+6,i+7Real,4E,i+5,i+6Real,4E,i+5,i+6Real,5E,i+2,i+5E,i+4,i+5Real,7E,i+1,i+2E,i+3,i+4Real,6E,i+2,i+4/PREP7i=561N,i+1,-17,-20,-77.8N,i+2,17,-20,-77.8N,i+3,-17,20,-77.8N,i+4,17,20,-77.8N,i+5,-26.7,-34.0,14.9N,i+6,26.7,-34.0

47、,14.9N,i+7,-26.7,34.0,14.9N,i+8,26.7,34.0,14.9N,i+9,0,0,264.2N,i+10,0,0,294.2N,i+11,0,0,314.2N,i+12,0,0,344.2N,i+13,0,0,374.2/PREP7Type,1Mat,1Real,14E,i+1,i+5Real,14E,i+2,i+6Real,14E,i+3,i+7Real,14E,i+4,i+8Real,12E,i+5,i+9E,i+6,i+9E,i+7,i+9E,i+8,i+9Real,11E,i+9,i+10Real,10E,i+10,i+11Real,9E,i+11,i+1

48、2Real,8E,i+12,i+13Real,13E,i+5,i+6E,i+7,i+8E,i+5,i+7E,i+6,i+8finish/PREP7$Type, 2$Real,29$Mat,3$E,561,1$E,561,4$finish/PREP7$Type, 2$Real,29$Mat,3$E,561,5$E,561,8$finish/PREP7$Type, 2$Real,29$Mat,3$E,561,9$E,561,12$Finish/PREP7$Type, 2$Real,30$Mat,3$E,561,13$E,561,16$Finish/PREP7$Type, 2$Real,30$Mat,3$E,561,17$E,561,20$Finish/PREP7$Type, 2$Real,30$M