李業(yè)斌斜拉橋作業(yè)

1、土木工程數(shù)值方法課程論文 專業(yè)名稱土木工程數(shù)值分析 學生姓名李業(yè)斌 學號1598090052015年12月22日珠江黃埔大橋北汊橋(斜拉橋)魚骨模型摘 要:廣州珠江黃埔大橋北汊橋主橋采用獨塔雙索面鋼箱梁斜拉橋, 跨徑組成為 383 m +322 m , 錨跨與主跨跨徑比為 0.840 7 , 主跨跨度在同類橋型中居國內第一、世界第三。 獨塔斜拉橋結構采用半漂浮支承體系; 主梁采用單箱三室扁平流線形栓焊鋼箱梁, 主梁橫隔板在國內大跨徑斜拉橋中首次采用整體性好、抗扭剛度大的整體板式結構; 索塔采用門形索塔、鋼筋混凝土結構; 斜拉索采用熱擠聚乙烯高強鋼絲拉索, 在梁端設外置黏性剪切阻尼器防風雨振。關

2、鍵詞:斜拉橋 鋼箱梁 阻尼器 主梁主橋采用單塔雙索面鋼箱梁斜拉橋，跨徑組成為383+197+63+62m，主橋長705m，主梁采用半漂浮結構體系，主梁采用單箱三室扁平流線型栓焊鋼箱梁，在索塔處設置縱向彈性支撐。finish 圖1 /clear/units,si !采用國際單位制/filename,xlq !定義工作文件名/title,Cable-Stayed Bridge(HuangPu Bridge Of Pearl River) !定義工作標題/prep7 !進入PREP7處理器!*et,1,beam4 !定義主梁單元類型et,2,link10 !定義索單元類型md=7850 !賦值將密度

3、為7850aa=1.72 !賦值加速度 a為1.72mp,ex,1,2.06e11 !主梁單元定義材料屬性 ex：x方向的彈性模量ex,1：材料組1mp,dens,1,md !dens為質量密度mp,nuxy,1,0.3 !Nuxy為次泊松比：mp,alpx,1,1e-5 !Alpx為x方向的線膨脹系數(shù)mp,ex,2,10e15 !魚骨（剛臂）ex,3：材料組2mp,dens,2,0mp,nuxy,2,0mp,ex,3,3.5e10 !主塔材料C50 ex,3：材料組3mp,dens,3,2600mp,nuxy,3,0.2mp,alpx,3,1.2e-5mp,ex,4,2.06e11 !邊跨主

4、梁壓重300KN/m ex,4：材料組4mp,prxy,4,0.3mp,dens,4,md+300000/aa/9.8mp,alpx,4,1e-5mp,ex,5,2.06e11 !邊跨主梁壓重400KN/m ex,5：材料組5mp,prxy,5,0.3mp,dens,5,md+400000/aa/9.8mp,alpx,5,1e-5mp,ex,6,2.06e11 !邊跨主梁壓重800KN/m ex,6：材料組6mp,prxy,6,0.3mp,dens,6,md+800000/aa/9.8mp,alpx,6,1e-5mp,ex,7,2.06e11 !水平彈性索 ex,7：材料組7mp,dens,7

5、,7850 mp,nuxy,7,0.3mp,alpx,7,1e-5r,1,1.72,3.687,219.912,35.5,3.5, !主梁（BEAM4）定義實常數(shù)AREA, IZZ, IYY, TKZ, TKY, THETA ；ISTRN, IXX, SHEARZ, SHEARY, SPIN, ADDMAS）rmore,10.373 !實常數(shù)每組6個，多于6個值采用REMOE命令增加另外的值r,2,19.9075,164,77.7,5.5,8.5, !主塔上部（AREA, IZZ, IYY, TKZ, TKY, THETA ；ISTRN, IXX, SHEARZ, SHEARY, SPIN,

6、ADDMAS）rmore,189 r,3,32.6086,436,265,7.8,10.47, !主塔下部rmore,568 r,4,30.5158,418,121,7.8,10.74, !主塔橫梁rmore,320 !抗扭常數(shù)r,5,1,1/12,1/12,1,1 !主塔剛臂r,6,3503.5*1e-6,2504*1e-6 !水平彈性索(采用PESM7-91型平行鋼絲，張拉力為1754.5KN)!*!建立模型(橋梁縱向為X軸、橋梁橫向為Z軸、橋梁豎向為Y軸;長度單位采用m)n,1,0,0,0 !生成節(jié)點命令N,NODE,X,Y,Z,THXY,THYZ,THZX 節(jié)點編號，X,Y,Z坐標值，

7、繞Z，X，Y軸的三個平面內轉角，缺省為0。此處即生成1號節(jié)點X坐標為0,Y坐標為0,Z坐標為0n,2,22,0,0n,23,358,0,0 ！左側最后一根索fill,2,23,20 !在節(jié)點2和23之間創(chuàng)建20個節(jié)點，起始編號為3，編號增量為1n,24,383,0,0 !主塔處x坐標為383n,25,408,0,0 ！右邊第一根n,35,568,0,0 ！右邊第二根fill,25,35,9n,46,700,0,0fill,35,46,10n,47,705,0,0 ！最后一根n,48,383-8.9,0,0 !水平彈性索n,49,383+8.9,0,0n,50,22+8,0,0n,70,358-

8、8,0,0fill,50,70,19/view,1,1,1,1 !設置視圖方向 /view,wn（窗口號）,xv,yv,zv（總體坐標系下某點坐標 與原點連線既為視圖方向）Gplot !顯示所有圖素 圖2kuandu=35!橋面寬*do,i,1,47 !利用do循環(huán)創(chuàng)建節(jié)點，先定義變量i，定義其變化范圍為1到47，變量增量為1n,100+i,nx(i),0,kuandu/2 !nx(i)：節(jié)點100+i，X坐標的函數(shù)，表示大小為節(jié)點n,i,x,y,z的x值n,200+i,nx(i),0,-kuandu/2*enddo !do循環(huán)結束，此前劃了47個點 n,148,383-8.9,0,kuand

9、u/2n,149,383-8.9,0,kuandu/4n,150,383-8.9,0,-kuandu/4n,151,383-8.9,0,-kuandu/2n,152,383+8.9,0,kuandu/2n,153,383+8.9,0,kuandu/4n,154,383+8.9,0,-kuandu/4n,155,383+8.9,0,-kuandu/2n,156,383-8.9,-5.074,kuandu/2n,157,383-8.9,-5.074,kuandu/4n,158,383-8.9,-5.074,-kuandu/4n,159,383-8.9,-5.074,-kuandu/2n,160,3

10、83+8.9,-5.074,kuandu/2n,161,383+8.9,-5.074,kuandu/4n,162,383+8.9,-5.074,-kuandu/4n,163,383+8.9,-5.074,-kuandu/2type,1 !生成主梁單元 單元類型號為1mat,1 !材料號1real,1 !實常數(shù)號1*do,i,2,22 !利用do循環(huán)創(chuàng)建梁單元，先定義變量i，定義其變化范圍為2到22，變量增量為1e,i,i+48 !在當前坐標系（直角坐標系）下以節(jié)點i和i+48創(chuàng)建梁單元，當為柱面坐標或球面坐標時則為曲線*enddo !循環(huán)結束*do,i,3,23 !同上e,i+47,i*end

11、doe,1,2 !由節(jié)點1,2生成梁單元，其單元類型，實常數(shù)，材料屬性均為第1組e,23,48 e,48,24e,24,49e,49,25*do,i,25,34e,i,i+1*enddomat,4 !材料號4e,35,36 !由節(jié)點1,2生成梁單元，其單元類型，實常數(shù)同上，材料為第4組e,36,37e,37,38mat,1 e,38,39mat,5e,39,40e,40,41e,41,42e,42,43mat,1e,43,44e,44,45mat,5e,45,46mat,6e,46,47type,1 !生成魚骨(認為是剛臂)mat,2real,5*do,i,1,47 e,i,100+ie,i,

12、200+i*enddoe,148,149e,149,150e,150,151e,152,153e,153,154e,154,155!形成主塔，圖3ta_up=162.2 !賦值塔上部高度，以此為據便于建模ta_low=63.94 !賦值塔下部高度，以此為據便于建模xl=26.80485 !賦值系數(shù)，以此為據便于建模n,301,383,-5.074,15+(ta_up+5.074)/xln,311,383,ta_up-54.25,15+54.25/xl !主塔上索節(jié)點從311到333fill,301,311,9n,316,383,ta_up-54.25+15,15+(54.25-15)/xl f

13、ill,311,316,4n,321,383,ta_up-54.25+27.5,15+(54.25-27.5)/xlfill,316,321,4n,327,383,ta_up-54.25+39.5,15+(54.25-39.5)/xlfill,321,327,5n,332,383,ta_up-54.25+48.25,15+(54.25-48.25)/xlfill,327,332,4n,333,383,ta_up,15n,334,383,-ta_low,25n,401,383,-5.074,-(15+(ta_up+5.074)/xl)n,411,383,ta_up-54.25,-(15+54.2

14、5/xl)fill,401,411,9n,416,383,ta_up-54.25+15,-(15+(54.25-15)/xl) !主塔上索節(jié)點從311到333fill,411,416,4n,421,383,ta_up-54.25+27.5,-(15+(54.25-27.5)/xl)fill,416,421,4n,427,383,ta_up-54.25+39.5,-(15+(54.25-39.5)/xl)fill,421,427,5n,432,383,ta_up-54.25+48.25,-(15+(54.25-48.25)/xl)fill,427,432,4n,433,383,ta_up,-15

15、n,434,383,-ta_low,-25/view,1,1,1,1 !設置視圖方向（同前）Gplot !顯示所有圖素!*type,1 !生成上橋塔mat,3real,2*do,i,1,32e,300+i,301+ie,400+i,401+i*enddon,2000,383,-5.074,kuandu/2 !兩個擋塊(主塔與主梁)n,2001,383,-5.074,-kuandu/2 n,2002,383,0,kuandu/2 n,2003,383,0,-kuandu/2 n,2004,383,-5.074,kuandu/4 n,2005,383,-5.074,-kuandu/4type,1

16、!生成上橫梁mat,3real,4e,321,421type,1 !生成下橫梁mat,3real,4e,301,2000e,2000,2004e,2004,2005e,2005,2001e,2001,401type,1 !生成兩個擋塊(剛性)mat,2real,5e,2000,2002e,2001,2003e,148,156 !水平彈性索位置e,149,157e,150,158e,151,159e,152,160e,153,161e,154,162e,155,163type,2mat,7real,6e,156,2000e,2000,160e,157,2004e,2004,161e,158,20

17、05e,2005,162e,159,2001e,2001,163type,1 !生成下橋塔mat,3real,3e,301,334e,401,434圖4!*e0=2.00e11 !斜拉索初始彈性模量!*dim,scbx,array,44 !斜拉索（共44對）的水平投影長度（使用*DIM命令定義數(shù)組）此處即定義名為scbx的array數(shù)組，維數(shù)為44×1×1（此處即維數(shù)為44的一列數(shù)組）scbx(1)=25,41,57,73,89,105,121,137,153,169,185,201,217,233,249,265,281,297,313,329 !使用“=”命令給該列數(shù)組

18、第120個元素賦值scbx(21)=345,361,25,41,57,73,89,105,121,137,153,169,185,197,209,221,233,245,257,269 !使用“=”命令給該列數(shù)組第2140個元素賦值scbx(41)=281,293,305,317 !使用“=”命令給該列數(shù)組第4144個元素賦值*dim,sa,array,44 !索面積mm*2 （定義名為sa的array數(shù)組，維數(shù)為44×1×1）同上sa(1)=4658.5,4658.5,4658.5,5351.5,5351.5,5351.5,6275.5,6275.5,7661.5,766

19、1.5,7661.5,7661.5,7661.5,8585.5,8585.5 !使用“=”命令給該列數(shù)組第115個元素賦值sa(16)=8585.5,8585.5,9740.5,9740.5,8585.5,8585.5,8585.5,4658.5,4658.5,4658.5,5351.5,5351.5,5351.5,5351.5,6275.5 !使用“=”命令給該列數(shù)組第1630個元素賦值sa(31)=6275.5,6275.5,6275.5,7661.5,8585.5,8585.5,8585.5,8585.5,8585.5,8585.5,9740.5,9740.5,9740.5,9740.5

20、 !使用“=”命令給該列數(shù)組第3144個元素賦值*dim,sfaxis,array,44 !軸力KN(成橋索力)定義名為sfaxis的array數(shù)組，維數(shù)為44×1×1）同上sfaxis(1)=2288.682*1.05,2257.093,2415.753,2503.156,2631.523,2648.427*0.8,2758.285*0.8,3015.279*0.8,3267.821*0.8,3418.570*0.8sfaxis(11)=3522.647*0.8,3771.053*0.8,3767.576*0.8,4012.109*0.8,4253.913*0.8,439

21、2.550*0.8,4577.736*0.8,5055.320*0.8,5181.6320*0.8,5163.356*0.85sfaxis(21)=5287.192,5260.990,2293.323*1.05,2261.9668,2418.301,2500.431,2620.824,2627.362,2724.863,2964.313sfaxis(31)=3197.051,3337.004,3431.921,3682.890,4171.530,4431.205,4542.150,4552.752,4562.057,4769.945sfaxis(41)=5074.114,5229.834,54

22、84.406,5488.334*do,i,1,22 !利用DO循環(huán)將成橋索力換算，控制變量為122sfaxis(i)=sfaxis(i)*0.85 !成橋索力Pa 循環(huán)語句*enddo !循環(huán)結束*do,i,23,44sfaxis(i)=sfaxis(i)*1.00*enddo*dim,sstrs,array,44 !應力 （定義名為sstrs的array數(shù)組，維數(shù)為44×1×1）*do,i,1,44 !利用DO循環(huán)對應力列數(shù)組元素賦值，控制變量為144sstrs(i)=(sfaxis(i)/sa(i)*1000000000 !成橋索應力Pa 循環(huán)語句*enddo !do循

23、環(huán)結束*dim,sw,array,44 !單位索長的重量N/m（定義名為sw的array數(shù)組，維數(shù)為44×1×1）解釋同之前sw(1) =389.059,389.060,389.060,447.860,447.860,447.860,521.360,521.360,632.100,632.100sw(11)=632.100,632.100,632.100,711.480,711.480,711.480,711.480,800.660,800.660,711.480sw(21)=711.480,711.480,389.060,389.060,389.060,447.860,4

24、47.860,447.860,447.860,521.360sw(31)=521.360,521.360,521.360,632.100,711.480,711.480,711.480,711.480,711.480,711.480sw(41)=800.660,800.660,800.660,800.660*dim,es,array,44 !1-44號索的等效彈模 （定義名為es的array數(shù)組，維數(shù)為44×1×1）*do,i,1,44 !利用DO循環(huán)對等效彈性模量列數(shù)組元素賦值，控制變量為144es(i)=e0/(1+e0*sw(i)*2*scbx(i)*2/(12*(s

25、a(i)*0.000001)*2*sstrs(i)*3) !Ernst公式（等效彈性模量包括材料變形、構造伸長和!垂度變化3個因素的影響）*enddo*dim,sden,array,44 !密度Kg/m*3 （定義名為sden的array數(shù)組，維數(shù)為44×1×1）*do,i,1,44sden(i)=sw(i)/(9.8*sa(i)*0.000001)*enddo*dim,sstrn,array,44 !初應變,這個要加到link10單元中去（定義名為sstrn的array數(shù)組，維數(shù)為44×1×1）*do,i,1,44 !利用DO循環(huán)對初應變列數(shù)組元素賦值

26、，控制變量為144sstrn(i)=sstrs(i)/es(i)*enddo*dim,srn,array,44 !實常數(shù)號（同樣使用*dim命令定義數(shù)組）*dim,smn,array,44 !材料號（同樣使用*dim命令定義數(shù)組）*do,i,1,44 !利用DO循環(huán)對實常數(shù)，材料列數(shù)組元素賦值，控制變量為144 srn(i)=i+100 smn(i)=i+100*enddo*do,i,1,44 !利用DO循環(huán)對實常數(shù)，材料列數(shù)組元素賦值，控制變量為144 r,srn(i),sa(i)*1e-6,sstrn(i) mp,ex,smn(i),es(i) mp,prxy,smn(i),0.3 mp,

27、dens,smn(i),sden(i) mp,alpx,smn(i),0.00001*enddo!*type,2*do,i,1,22 !生成左邊索 利用DO循環(huán)生成索單元real,srn(i)mat,smn(i)e,124-i,310+ie,224-i,410+i*enddo*do,i,23,44 !生成右邊索real,srn(i)mat,smn(i)e,102+i,288+ie,202+i,388+i*enddo圖5!*!定義邊界條件d,334,all !主塔 對節(jié)點333的全部自由度施加約束d,434,alld,101,uy,0 !38號過渡墩（QZ系列單向活動球型支座）約束節(jié)點101的豎

28、向位移=0d,1,uy,0 !約束節(jié)點1的豎向位移=0d,1,uz,0 !約束節(jié)點1的Z方向位移=0d,201,uy,0 !同上d,47,uy,0 !42號過渡墩（QZ系列單向活動球型支座）d,47,uz,0d,147,uy,0d,247,uy,0d,136,uy,0 !40號輔助墩（QZ系列單向活動球型支座）d,236,uy,0d,141,uy,0 !41號輔助墩（QZ系列單向活動球型支座）d,241,uy,0d,124,uz,0 !主塔橫向抗風支座d,224,uz,0Allsel !選擇所有節(jié)點nsel,s,node,156,163 !從所有節(jié)點中選擇一組新的節(jié)點 156到163 d,al

29、l,uz,0 !同上d,all,uy,0allselcp,NEXT,ROTY,124,2002 !耦合橋塔處擋塊和主梁的自由度UZ，ROTX，ROTY CP：定義、修改耦合自由度集cp,NEXT,uz,124,2002cp,NEXT,rotx,124,2002cp,NEXT,ROTY,224,2003cp,NEXT,uz,224,2003cp,NEXT,rotx,224,2003finish圖6!*/SOLU !進入SOLU處理器 加載和求解ANTYPE,STATIC ! 進行靜力分析 定義分析類型為靜力分析NLGEOM,1 ! 考慮大變形效應AUTOTS,on ! 自動時間步長SSTIF,O

30、N ! 考慮應力剛化!PSTRES,onSOLCONTROL,0 ! 關閉進行優(yōu)化非線性分析TIME,1 !時間及荷載步 命令：TIME，TIMEV（荷載步結束時的時間值）allselacel,9.8 !施加重力場(一期恒載)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒載48KN/m 對所有梁單元第2個面施加面載 allselsolve!圖7TIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+42777 f,56,fy,-1466640 allselSOLVE ! 進行

31、求解圖8*dim,yy,array,47 !定義名為yy的array數(shù)組，維數(shù)為44×1×1*do,i,1,100 !利用DO循環(huán)繪出1到100號節(jié)點y方向的位移等值線圖 /post1 allsel plnsol,uy !繪出y方向的位移等值線圖 *do,j,1,47 !利用DO循環(huán)和*get提取命令對yy列數(shù)組中元素賦值 *get,yy(j),node,j+1,U,y *enddo max_yy=yy(1) !取豎向位移的最大值 *do,k,1,46 !利用DO循環(huán)和*IF-THEN-ELSE通過比較兩個數(shù)值或已賦值參數(shù)的大小來確定當前所有滿足的條件值 *if,max_y

32、y,LE,yy(k+1),then !LE：小于或等于 max_yy=yy(k+1) *endif !多次相關條件的判斷 *enddo min_yy=yy(1) !取豎向位移的最小值 *do,k,1,46 *if,min_yy,GE,yy(k+1),then !GE：大于或等于 min_yy=yy(k+1) *endif *enddo *if,abs(min_yy),GE,0.02,then !abs:取絕對值 /prep7 !進入prep7處理器 r,2,0.3838,strain1*1.02 r,3,0.00622,strain2*1.02 strain1=strain1*1.02 str

33、ain2=strain2*1.02 Finish !退出當前處理器 /SOLU ANTYPE,STATIC NROPT,FULL !定義H法選項,FULL：采用完全的NR法 NLGEOM,ON !計入大變形（大轉動）效應 AUTOTS,1 ! 自動時間步長 SSTIF,ON ! 考慮應力剛化 SOLCONTROL,O ! 關閉優(yōu)化非線性分析 solve *elseif,abs(max_yy),GE,0.02 /prep7 r,2,0.3838,strain1*0.97 r,3,0.00622,strain2*0.97 strain1=strain1*0.97 strain2=strain2*0

34、.97 finish /SOLU ANTYPE,STATIC NROPT,FULL NLGEOM,ON AUTOTS,1 ! 自動時間步長 SSTIF,ON ! 考慮應力剛化 SOLCONTROL,O ! 關閉優(yōu)化非線性分析 solve *endif *ENDDO圖9!*!恒載汽車荷載溫度荷載/SOLUANTYPE,STATIC ! 進行靜力分析NLGEOM,1 ! 考慮大變形效應AUTOTS,on ! 自動時間步長SSTIF,ON ! 考慮應力剛化!PSTRES,onSOLCONTROL,0 ! 關閉進行優(yōu)化非線性分析TIME,1allselacel,9.8 !施加重力場(一期恒載)alls

35、elesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒載48KN/m allselsolveTIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+42777 f,56,fy,-1466640 allselTUNIF,20 !設定參考溫度為20度BFE,ALL,TEMP,1,20-23.13,20-23.13,allselSOLVE !進行求解!*圖10!恒載汽車荷載風荷載/SOLUANTYPE,STATIC ! 進行靜力分析NLGEOM,1 ! 考慮大變形效應AUTOTS,on ! 自動時

36、間步長SSTIF,ON ! 考慮應力剛化!PSTRES,onSOLCONTROL,0 ! 關閉進行優(yōu)化非線性分析TIME,1allselacel,9.8 !施加重力場(一期恒載)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒載48KN/m allselsolveTIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+42777SFBEAM,ALL,1,PRES,2939.44f,56,fy,-1466640 allselesel,s,real,2,3,1SFBEAM,ALL,

37、1,PRES,1827.5allselSOLVE ! 進行求解!*!恒載汽車荷載風荷載+溫度荷載/SOLU ANTYPE,STATIC ! 進行靜力分析NLGEOM,1 ! 考慮大變形效應AUTOTS,on ! 自動時間步長SSTIF,ON ! 考慮應力剛化!PSTRES,onSOLCONTROL,0 ! 關閉進行優(yōu)化非線性分析TIME,1allselacel,9.8 !施加重力場(一期恒載)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒載48KN/m allselsolveTIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+42777SFBEAM,ALL,1,PRES,2939.44f,56,fy,-1466640 allselesel,s,