李业斌斜拉桥作业.doc

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1、Four short words sum up what has lifted most successful individuals above the crowd: a little bit more.-author-date李业斌斜拉桥作业李业斌斜拉桥作业 土木工程数值方法课程论文 专业名称土木工程数值分析 学生姓名李业斌 学号1598090052015年12月22日-珠江黄埔大桥北汊桥(斜拉桥)鱼骨模型摘 要:广州珠江黄埔大桥北汊桥主桥采用独塔双索面钢箱梁斜拉桥, 跨径组成为 383 m +322 m , 锚跨与主跨跨径比为 0.840 7 , 主跨跨度在同类桥型中居国内第一、世界第三

2、。 独塔斜拉桥结构采用半漂浮支承体系; 主梁采用单箱三室扁平流线形栓焊钢箱梁, 主梁横隔板在国内大跨径斜拉桥中首次采用整体性好、抗扭刚度大的整体板式结构; 索塔采用门形索塔、钢筋混凝土结构; 斜拉索采用热挤聚乙烯高强钢丝拉索, 在梁端设外置黏性剪切阻尼器防风雨振。关键词:斜拉桥 钢箱梁 阻尼器 主梁主桥采用单塔双索面钢箱梁斜拉桥，跨径组成为383+197+63+62m，主桥长705m，主梁采用半漂浮结构体系，主梁采用单箱三室扁平流线型栓焊钢箱梁，在索塔处设置纵向弹性支撑。 finish 图1 /clear/units,si !采用国际单位制/filename,xlq !定义工作文件名/titl

3、e,Cable-Stayed Bridge(HuangPu Bridge Of Pearl River) !定义工作标题/prep7 !进入PREP7处理器!*et,1,beam4 !定义主梁单元类型et,2,link10 !定义索单元类型md=7850 !赋值将密度为7850aa=1.72 !赋值加速度 a为1.72mp,ex,1,2.06e11 !主梁单元定义材料属性 ex：x方向的弹性模量ex,1：材料组1mp,dens,1,md !dens为质量密度mp,nuxy,1,0.3 !Nuxy为次泊松比：mp,alpx,1,1e-5 !Alpx为x方向的线膨胀系数mp,ex,2,10e15

4、!鱼骨（刚臂）ex,3：材料组2mp,dens,2,0mp,nuxy,2,0mp,ex,3,3.5e10 !主塔材料C50 ex,3：材料组3mp,dens,3,2600mp,nuxy,3,0.2mp,alpx,3,1.2e-5mp,ex,4,2.06e11 !边跨主梁压重300KN/m ex,4：材料组4mp,prxy,4,0.3mp,dens,4,md+300000/aa/9.8mp,alpx,4,1e-5mp,ex,5,2.06e11 !边跨主梁压重400KN/m ex,5：材料组5mp,prxy,5,0.3mp,dens,5,md+400000/aa/9.8mp,alpx,5,1e-5

5、mp,ex,6,2.06e11 !边跨主梁压重800KN/m ex,6：材料组6mp,prxy,6,0.3mp,dens,6,md+800000/aa/9.8mp,alpx,6,1e-5mp,ex,7,2.06e11 !水平弹性索 ex,7：材料组7mp,dens,7,7850 mp,nuxy,7,0.3mp,alpx,7,1e-5r,1,1.72,3.687,219.912,35.5,3.5, !主梁（BEAM4）定义实常数AREA, IZZ, IYY, TKZ, TKY, THETA ；ISTRN, IXX, SHEARZ, SHEARY, SPIN, ADDMAS）rmore,10.37

6、3 !实常数每组6个，多于6个值采用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, 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, !主塔横梁rmore,320 !抗扭常数r,5,1,1/12,1/12,1,1 !主塔刚臂r,6,3503.5*1e-6,2504*1e-6 !

7、水平弹性索(采用PESM7-91型平行钢丝，张拉力为1754.5KN)!*!建立模型(桥梁纵向为X轴、桥梁横向为Z轴、桥梁竖向为Y轴;长度单位采用m)n,1,0,0,0 !生成节点命令N,NODE,X,Y,Z,THXY,THYZ,THZX 节点编号，X,Y,Z坐标值，绕Z，X，Y轴的三个平面内转角，缺省为0。此处即生成1号节点X坐标为0,Y坐标为0,Z坐标为0n,2,22,0,0n,23,358,0,0 ！左侧最后一根索fill,2,23,20 !在节点2和23之间创建20个节点，起始编号为3，编号增量为1n,24,383,0,0 !主塔处x坐标为383n,25,408,0,0 ！右边第一根n

8、,35,568,0,0 ！右边第二根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 !水平弹性索n,49,383+8.9,0,0n,50,22+8,0,0n,70,358-8,0,0fill,50,70,19/view,1,1,1,1 !设置视图方向 /view,wn（窗口号）,xv,yv,zv（总体坐标系下某点坐标 与原点连线既为视图方向）Gplot !显示所有图素 图2kuandu=35!桥面宽*do,i,1,47 !利用do循环创建节点，先定义变量i，定义其变化范围为1到47，变量增量为1n,

9、100+i,nx(i),0,kuandu/2 !nx(i)：节点100+i，X坐标的函数，表示大小为节点n,i,x,y,z的x值n,200+i,nx(i),0,-kuandu/2*enddo !do循环结束，此前划了47个点 n,148,383-8.9,0,kuandu/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,

10、-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,160,383+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 !生成主梁单元 单元类型号为1mat,1 !材料号1real,1 !实常数号1*do,i,2,2

11、2 !利用do循环创建梁单元，先定义变量i，定义其变化范围为2到22，变量增量为1e,i,i+48 !在当前坐标系（直角坐标系）下以节点i和i+48创建梁单元，当为柱面坐标或球面坐标时则为曲线*enddo !循环结束*do,i,3,23 !同上e,i+47,i*enddoe,1,2 !由节点1,2生成梁单元，其单元类型，实常数，材料属性均为第1组e,23,48 e,48,24e,24,49e,49,25*do,i,25,34e,i,i+1*enddomat,4 !材料号4e,35,36 !由节点1,2生成梁单元，其单元类型，实常数同上，材料为第4组e,36,37e,37,38mat,1 e,3

12、8,39mat,5e,39,40e,40,41e,41,42e,42,43mat,1e,43,44e,44,45mat,5e,45,46mat,6e,46,47type,1 !生成鱼骨(认为是刚臂)mat,2real,5*do,i,1,47 e,i,100+ie,i,200+i*enddoe,148,149e,149,150e,150,151e,152,153e,153,154e,154,155!形成主塔，图3ta_up=162.2 !赋值塔上部高度，以此为据便于建模ta_low=63.94 !赋值塔下部高度，以此为据便于建模xl=26.80485 !赋值系数，以此为据便于建模n,301,38

13、3,-5.074,15+(ta_up+5.074)/xln,311,383,ta_up-54.25,15+54.25/xl !主塔上索节点从311到333fill,301,311,9n,316,383,ta_up-54.25+15,15+(54.25-15)/xl fill,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.

14、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+54.25/xl)fill,401,411,9n,416,383,ta_up-54.25+15,-(15+(54.25-15)/xl) !主塔上索节点从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,t

15、a_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,-15n,434,383,-ta_low,-25/view,1,1,1,1 !设置视图方向（同前）Gplot !显示所有图素!*type,1 !生成上桥塔mat,3real,2*do,i,1,32e,300+i,301+ie,400+i,401+i*enddon,2000,383,-5.074,kuandu/2 !两个挡块(主塔与主梁)

16、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 !生成上横梁mat,3real,4e,321,421type,1 !生成下横梁mat,3real,4e,301,2000e,2000,2004e,2004,2005e,2005,2001e,2001,401type,1 !生成两个挡块(刚性)mat,2real,5e,2000,2002e,2001,2003e,148,156 !水

17、平弹性索位置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,158,2005e,2005,162e,159,2001e,2001,163type,1 !生成下桥塔mat,3real,3e,301,334e,401,434图4!*e0=2.00e11 !斜拉索初始弹性模量!*dim,scbx,array,44 !斜拉索（共44对）的水平投影长度（使用*DIM命令定义数组）此处即定义名为scbx的arra

18、y数组，维数为4411（此处即维数为44的一列数组）scbx(1)=25,41,57,73,89,105,121,137,153,169,185,201,217,233,249,265,281,297,313,329 !使用“=”命令给该列数组第120个元素赋值scbx(21)=345,361,25,41,57,73,89,105,121,137,153,169,185,197,209,221,233,245,257,269 !使用“=”命令给该列数组第2140个元素赋值scbx(41)=281,293,305,317 !使用“=”命令给该列数组第4144个元素赋值*dim,sa,array,

19、44 !索面积mm*2 （定义名为sa的array数组，维数为4411）同上sa(1)=4658.5,4658.5,4658.5,5351.5,5351.5,5351.5,6275.5,6275.5,7661.5,7661.5,7661.5,7661.5,7661.5,8585.5,8585.5 !使用“=”命令给该列数组第115个元素赋值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“=”命令给该列数组第163

20、0个元素赋值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 !使用“=”命令给该列数组第3144个元素赋值*dim,sfaxis,array,44 !轴力KN(成桥索力)定义名为sfaxis的array数组，维数为4411）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*0.8,3267.8

21、21*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*0.8,4392.550*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

22、.921,3682.890,4171.530,4431.205,4542.150,4552.752,4562.057,4769.945sfaxis(41)=5074.114,5229.834,5484.406,5488.334*do,i,1,22 !利用DO循环将成桥索力换算，控制变量为122sfaxis(i)=sfaxis(i)*0.85 !成桥索力Pa 循环语句*enddo !循环结束*do,i,23,44sfaxis(i)=sfaxis(i)*1.00*enddo*dim,sstrs,array,44 !应力 （定义名为sstrs的array数组，维数为4411）*do,i,1,44 !

23、利用DO循环对应力列数组元素赋值，控制变量为144sstrs(i)=(sfaxis(i)/sa(i)*1000000000 !成桥索应力Pa 循环语句*enddo !do循环结束*dim,sw,array,44 !单位索长的重量N/m（定义名为sw的array数组，维数为4411）解释同之前sw(1) =389.059,389.060,389.060,447.860,447.860,447.860,521.360,521.360,632.100,632.100sw(11)=632.100,632.100,632.100,711.480,711.480,711.480,711.480,800.6

24、60,800.660,711.480sw(21)=711.480,711.480,389.060,389.060,389.060,447.860,447.860,447.860,447.860,521.360sw(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号索的等效弹模 （定义名为es的array数组，维数为4411）*do,i,1,44 !利用DO循环

25、对等效弹性模量列数组元素赋值，控制变量为144es(i)=e0/(1+e0*sw(i)*2*scbx(i)*2/(12*(sa(i)*0.000001)*2*sstrs(i)*3) !Ernst公式（等效弹性模量包括材料变形、构造伸长和!垂度变化3个因素的影响）*enddo*dim,sden,array,44 !密度Kg/m*3 （定义名为sden的array数组，维数为4411）*do,i,1,44sden(i)=sw(i)/(9.8*sa(i)*0.000001)*enddo*dim,sstrn,array,44 !初应变,这个要加到link10单元中去（定义名为sstrn的array数组

26、，维数为4411）*do,i,1,44 !利用DO循环对初应变列数组元素赋值，控制变量为144sstrn(i)=sstrs(i)/es(i)*enddo*dim,srn,array,44 !实常数号（同样使用*dim命令定义数组）*dim,smn,array,44 !材料号（同样使用*dim命令定义数组）*do,i,1,44 !利用DO循环对实常数，材料列数组元素赋值，控制变量为144 srn(i)=i+100 smn(i)=i+100*enddo*do,i,1,44 !利用DO循环对实常数，材料列数组元素赋值，控制变量为144 r,srn(i),sa(i)*1e-6,sstrn(i) mp,

27、ex,smn(i),es(i) mp,prxy,smn(i),0.3 mp,dens,smn(i),sden(i) mp,alpx,smn(i),0.00001*enddo!*type,2*do,i,1,22 !生成左边索 利用DO循环生成索单元real,srn(i)mat,smn(i)e,124-i,310+ie,224-i,410+i*enddo*do,i,23,44 !生成右边索real,srn(i)mat,smn(i)e,102+i,288+ie,202+i,388+i*enddo图5!*!定义边界条件d,334,all !主塔 对节点333的全部自由度施加约束d,434,alld,1

28、01,uy,0 !38号过渡墩（QZ系列单向活动球型支座）约束节点101的竖向位移=0d,1,uy,0 !约束节点1的竖向位移=0d,1,uz,0 !约束节点1的Z方向位移=0d,201,uy,0 !同上d,47,uy,0 !42号过渡墩（QZ系列单向活动球型支座）d,47,uz,0d,147,uy,0d,247,uy,0d,136,uy,0 !40号辅助墩（QZ系列单向活动球型支座）d,236,uy,0d,141,uy,0 !41号辅助墩（QZ系列单向活动球型支座）d,241,uy,0d,124,uz,0 !主塔横向抗风支座d,224,uz,0Allsel !选择所有节点nsel,s,nod

29、e,156,163 !从所有节点中选择一组新的节点 156到163 d,all,uz,0 !同上d,all,uy,0allselcp,NEXT,ROTY,124,2002 !耦合桥塔处挡块和主梁的自由度UZ，ROTX，ROTY CP：定义、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图6!*/SOLU !进入SOLU处理器 加载和求解ANTYPE,STATIC ! 进行静力分析 定义分析类型为静力分析NLGEO

30、M,1 ! 考虑大变形效应AUTOTS,on ! 自动时间步长SSTIF,ON ! 考虑应力刚化!PSTRES,onSOLCONTROL,0 ! 关闭进行优化非线性分析TIME,1 !时间及荷载步 命令：TIME，TIMEV（荷载步结束时的时间值）allselacel,9.8 !施加重力场(一期恒载)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒载48KN/m 对所有梁单元第2个面施加面载 allselsolve!图7TIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+4

31、2777 f,56,fy,-1466640 allselSOLVE ! 进行求解图8*dim,yy,array,47 !定义名为yy的array数组，维数为4411*do,i,1,100 !利用DO循环绘出1到100号节点y方向的位移等值线图 /post1 allsel plnsol,uy !绘出y方向的位移等值线图 *do,j,1,47 !利用DO循环和*get提取命令对yy列数组中元素赋值 *get,yy(j),node,j+1,U,y *enddo max_yy=yy(1) !取竖向位移的最大值 *do,k,1,46 !利用DO循环和*IF-THEN-ELSE通过比较两个数值或已赋值参数

32、的大小来确定当前所有满足的条件值 *if,max_yy,LE,yy(k+1),then !LE：小于或等于 max_yy=yy(k+1) *endif !多次相关条件的判断 *enddo min_yy=yy(1) !取竖向位移的最小值 *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:取绝对值 /prep7 !进入prep7处理器 r,2,0.3838,strain1*1.02 r,3,0.00622,strain2*1.0

33、2 strain1=strain1*1.02 strain2=strain2*1.02 Finish !退出当前处理器 /SOLU ANTYPE,STATIC NROPT,FULL !定义H法选项,FULL：采用完全的NR法 NLGEOM,ON !计入大变形（大转动）效应 AUTOTS,1 ! 自动时间步长 SSTIF,ON ! 考虑应力刚化 SOLCONTROL,O ! 关闭优化非线性分析 solve *elseif,abs(max_yy),GE,0.02 /prep7 r,2,0.3838,strain1*0.97 r,3,0.00622,strain2*0.97 strain1=stra

34、in1*0.97 strain2=strain2*0.97 finish /SOLU ANTYPE,STATIC NROPT,FULL NLGEOM,ON AUTOTS,1 ! 自动时间步长 SSTIF,ON ! 考虑应力刚化 SOLCONTROL,O ! 关闭优化非线性分析 solve *endif *ENDDO图9!*!恒载汽车荷载温度荷载/SOLUANTYPE,STATIC ! 进行静力分析NLGEOM,1 ! 考虑大变形效应AUTOTS,on ! 自动时间步长SSTIF,ON ! 考虑应力刚化!PSTRES,onSOLCONTROL,0 ! 关闭进行优化非线性分析TIME,1allse

35、lacel,9.8 !施加重力场(一期恒载)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒载48KN/m allselsolveTIME,2allselacel,9.8 allselesel,s,real,1SFBEAM,ALL,2,PRES,48000+42777 f,56,fy,-1466640 allselTUNIF,20 !设定参考温度为20度BFE,ALL,TEMP,1,20-23.13,20-23.13,allselSOLVE !进行求解!*图10!恒载汽车荷载风荷载/SOLUANTYPE,STATIC ! 进行静力分析NLGEOM,

36、1 ! 考虑大变形效应AUTOTS,on ! 自动时间步长SSTIF,ON ! 考虑应力刚化!PSTRES,onSOLCONTROL,0 ! 关闭进行优化非线性分析TIME,1allselacel,9.8 !施加重力场(一期恒载)allselesel,s,real,1SFBEAM,ALL,2,PRES,48000 !二期恒载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,1,PRES,1827.5allselSOLVE ! 进行求解!*!恒载汽车荷载