双线下承式简支钢桁结合梁桥的ansys分析实例

1、ansys 课程设计 2一、题目以 64m 双线下承式简支钢桁结合梁桥为研究对象，利用 ansys 建模分析该结合梁桥在各种工况作用下的变形和应力分布，并进行动力仿真分析，检验其设计的合理性。该桥每个桥墩（台）在横向布置两个支座，支座中心横向间距为 11.0m；分析时仅在桥梁两端设置横联（桥门架） ，若动力分析通不过，可在中间加设两个横联，截面同桥门架；二期恒载按 16t 计算，活载按中活载计算，双线加载不折减；横梁先按工形截面计算，若应力通不过，可将端横梁改成箱型断面；纵梁外侧桥面板悬臂部分不与横梁连接。该桥的结构轮廓图分别如图1、图 2、图 3、图 4 所示。图 1 立面图图 2 下平面图

2、图 3 上平纵联图 4 横截面图二、概述ansys 建模主要采用自底向上的实体建模，即先定义关键点，然后在关键点的基础上连接成线，之后在初步形成的图形上划分网格，生成节点和单元，并定义截面类型，即可得到有限元模型。主桁的上下弦杆为梯形截面箱梁，采用自定义截面的 beam188 空间梁单元进行模拟。混凝土板采用 shell91、横联采用 shell63 空间板单元，混凝土板的厚度取其平均厚度。其他杆件采用常用截面的 beam188 空间梁单元进行模拟。按平截面假定考虑主桁下弦杆、纵梁、横梁以及混凝土板相互之间的偏心，考虑上平纵联与横联、主桁上弦杆之间的偏心，不考虑钢与混凝土板间的滑移。主桁各杆之

3、间、横梁与主桁下弦杆之间、纵梁与横梁之间、上平纵联与主桁上弦杆之间、横联与主桁竖杆之间都按刚接处理，混凝土板与纵梁的连接按铰接处理。单元的平均长度为 0.5m，纯钢结构模型一共得到 6880 个节点，3949 个单元。混凝土板厚：m2925. 0225. 0335. 0混凝土板宽：m5 . 81000%22503352混凝土板截面面积为2486. 22925. 05 . 8m下弦杆、上弦杆的平均高度取为 0.6m钢材的弹性模量取：2.11011 pa，泊松比取：0.3，密度取：7850/m3 。混凝土假设采用 c50，弹性模量取：3.45 1010 pa，泊松比取：0.2，密度取：2400/m

4、3。重力加速度取：9.8 n/。一期恒载：钢结构自重+混凝土板自重，混凝土板自重分散到纵梁上为。mn /14618449. 224008 . 9二期恒载分散在混凝土板上为。pa24.2885 . 8648 . 910163活载， “中活载”为，pa310696.265 . 3645 . 730648030922205其中单条轨道道渣分布在混凝土板上的总长为 64 m，宽为。m5 . 3265. 02 . 2活载作用考虑三种情况：全桥满布、全桥单线以及半桥满布。一期恒载由钢结构单独承受，二期恒载和活载由组合结构承受，因此需建立两个有限元模型分 5 次计算：第一个模型为纯钢结构，作用一期恒载；第二

5、个模型为刚与混凝土的组合结构，按二期恒载、活载作用时分别计算。最后将它们的计算结果进行叠加，得到下面五种种工况：工况一：一期恒载；工况二：一期恒载+二期恒载；工况三：一期恒载+二期恒载+全桥满布；工况四：一期恒载+二期恒载+全桥单线；工况五：一期恒载+二期恒载+半桥满布。三、ansys 模型的建立与求解3.1 纯钢结构模型3.1.1 选择单元类型、输入材料参数finish /clear /prep7et,1,beam188keyopt,1,1,0keyopt,1,2,0keyopt,1,3,0keyopt,1,4,2keyopt,1,6,3keyopt,1,7,1keyopt,1,8,1key

6、opt,1,9,1keyopt,1,10,0keyopt,1,11,0keyopt,1,12,0et,2,shell63keyopt,2,1,0keyopt,2,2,0keyopt,2,3,0keyopt,2,5,2keyopt,2,6,0keyopt,2,7,0keyopt,2,8,0keyopt,2,9,0keyopt,2,11,0r,1,0.016, , , , , ,et,3,plane82mp,ex,1,2.1e11mp,prxy,1,0.3mp,dens,1,78503.1.2 定义梁截面形式sectype, 1, beam, i, , 5 secoffset, user, 0,

7、1.42secdata,0.8,0.8,1.42,0.04,0.04,0.016,0,0,0,0sectype, 2, beam, i, , 5 secoffset, user, 0, 1.42secdata,0.36,0.36,1.42,0.02,0.02,0.016,0,0,0,0 sectype, 6, beam, hrec, , 5 secoffset, cent secdata,0.66,0.578,0.032,0.032,0.032,0.032,0,0,0,0sectype, 7, beam, hrec, , 5 secoffset, cent secdata,0.42,0.578

8、,0.016,0.016,0.02,0.02,0,0,0,0sectype, 8, beam, hrec, , 5 secoffset, cent secdata,0.64,0.578,0.02,0.02,0.024,0.024,0,0,0,0sectype, 9, beam, hrec, , 5 secoffset, cent secdata,0.64,0.578,0.02,0.02,0.02,0.02,0,0,0,0 sectype, 10, beam, i, , 5 secoffset, cent secdata,0.6,0.6,0.578,0.02,0.02,0.016,0,0,0,0

9、 sectype, 11, beam, i, , 5 secoffset, cent secdata,0.4,0.4,0.4,0.016,0.016,0.012,0,0,0,0*do,i,2,4blc4,0,0,0.710,0.008*iblc4,(0.065-0.008*i),0.008*i,0.008*i,0.600blc4,0.065,0.600,0.58,0.008*iblc4,0.645,0.008*i,0.008*i,0.6aadd,1,2,3,4aplotsmrt,4mshape,0,2dmshkey,0type,3amesh,5secwrite,(i+1),sect,3sect

10、ype,(i+1),beam,mesh,secoffset,cent,secread,(i+1),sect, ,meshaclear,alladele,all,1*enddosecplot,3,1secplot,4,1secplot,5,1图 5 下弦杆截面一图 6 下弦杆截面二图 7 下弦杆截面三3.1.3 定义关键点、线!坐标原点建在横梁横向对称面的最低点*set,z1,1.42 !横梁、纵梁截面高度*set,z2,0.30 !下弦杆截面重心平均高度*set,h2,0.355 !下弦杆截面 1/2 宽度*set,b2,0.289 !斜杆截面 1/2 宽度*do,i,1,11 !定义下弦杆k

11、,2*i-1,6.4*(i-1),-5.5,z2k,2*i,6.4*(i-1),5.5,z2*enddo*do,i,1,19,2lstr,i,i+2lstr,i+1,i+3*enddo*do,i,1,5 !定义上弦杆k,21+2*i, 6.4*(2*i-1),-5.5,(z2+12.6)k,22+2*i, 6.4*(2*i-1), 5.5,(z2+12.6)*enddo*do,i,1,7,2lstr,22+i,24+ilstr,23+i,25+i*enddo*do,i,1,5 !定义上平纵联k,31+2*i,6.4*(2*i-1),-5.5+h2,0.6+12.6-0.2k,32+2*i,6.

12、4*(2*i-1),5.5-h2,0.6+12.6-0.2lstr,31+2*i,32+2*i*enddo*do,i,1,7,2lstr,32+i,35+i lstr,33+i,34+i*enddo*do,i,1,5lstr,4*i-1,21+2*ilstr,4*i,22+2*i*enddo*do,i,1,5 !定义主桁其他杆件lstr,4*i-3,21+2*ilstr,4*i-2,22+2*ilstr,21+2*i,4*i+1lstr,22+2*i,4*i+2*enddo*do,i,1,11 !定义横梁、纵梁k,6*i+37,6.4*(i-1),-5.5+h2,z1k,6*i+38,6.4*

13、(i-1),-3.3,z1k,6*i+39,6.4*(i-1),-1.1,z1k,6*i+40,6.4*(i-1),1.1,z1k,6*i+41,6.4*(i-1),3.3,z1k,6*i+42,6.4*(i-1),5.5-h2,z1lstr,6*i+37,6*i+38lstr,6*i+38,6*i+39lstr,6*i+39,6*i+40lstr,6*i+40,6*i+41lstr,6*i+41,6*i+42*enddo*do,i,1,10lstr,6*i+38,6*i+44lstr,6*i+39,6*i+45lstr,6*i+40,6*i+46lstr,6*i+41,6*i+47*endd

14、o ldiv,53,1-5.5/12.9, !定义桥门架ldiv,52,1-5.5/12.9,ldiv,70,5.5/12.9,ldiv,71,5.5/12.9,lgen,2,167,0,-b2,0,0lgen,2,168,0,b2,0,0lgen,2,71,0,-b2,0,0lgen,2,70,0,b2,0,0lstr,116,114lstr,119,117kgen,2,113,0,-0.169,0,0kgen,2,115,0,0.169,0,0kgen,2,118,0,-0.169,0,0kgen,2,120,0,0.169,0,0kl,171,1-1.8/5.5,kl,172,1-1.8

15、/5.5,kl,173,1.8/5.5,kl,174,1.8/5.5,lstr,126,125lstr,128,127kl,177,0.9/10.29,kl,177,1-0.9/10.29,kl,178,0.9/10.29,kl,178,1-0.9/10.29,ldele,177,178,lstr,129,130lstr,131,132lstr,121,130lstr,122,129lstr,123,132lstr,124,131lextnd,171,113,3,0lextnd,172,115,3,0lextnd,174,120,3,0lextnd,173,118,3,0lextnd,181,

16、123,3,1ldele,181,1linp,173,183lstr,123,117lstr,123,132lfillt,173,181,0.06lextnd,182,124,3,1ldele,182,1linp,174,184lstr,119,124lstr,131,124lfillt,174,182,0.06lextnd,179,121,3,1ldele,179,1linp,171,185lstr,121,114lstr,121,130lfillt,171,179,0.06lextnd,180,122,3,1ldele,180,1linp,172,186lstr,122,116lstr,1

17、22,129lfillt,172,180,0.06lfillt,179,177,1lfillt,180,177,1lfillt,182,178,1lfillt,178,181,1al,172,175,171,185,179,187,177,188,180,186al,174,184,182,189,178,190,181,183,173,176图 8 纯钢结构的实体模型图 9 右视图3.1.4 分配单元属性、网格划分!分配横梁截面*do,i,1,11k,144+i,6.4*(i-1),0,16 !定义关键点lsel,s,5*i+67,5*i+71,latt,1,1,144+i,1lesize,

18、all,0.5,1*enddolsel,all/replot!分配纵梁截面k,156,0,-3.3,16 !定义关键点k,157,0,-1.1,16k,158,0,1.1,16k,159,0,3.3,16*do,i,1,10lsel,s,4*i+123,latt,1,1,156,2lesize,4*i+123,0.5,1lsel,s,4*i+124,latt,1,1,157,2lesize,4*i+124,0.5,1lsel,s,4*i+125,latt,1,1,158,2lesize,4*i+125,0.5,1lsel,s,4*i+126,latt,1,1,159,2lesize,4*i+1

19、26,0.5, ,1*enddolsel,all/replot!分配上下弦杆截面k,160,0,-5.5,16k,161,0,5.5,16lsel,s,1,3,2lsel,a,17,19,2latt,1,1,160,3lsel,s,2,4,2lsel,a,18,20,2latt,1,1,161,3lsel,s,5,7,2lsel,a,13,15,2lsel,a,21,27,6latt,1,1,160,4lsel,s,6,8,2lsel,a,14,16,2lsel,a,22,28,6latt,1,1,161,4lsel,s,9,11,2lsel,a,23,25,2latt,1,1,160,5ls

20、el,s,10,12,2lsel,a,24,26,2latt,1,1,161,5lsel,s,1,20,1lesize,all,0.5,1lsel,s,21,28,1lesize,all,0.5,1lsel,all/replot!分配主桁其他杆件截面*do,i,1,5k,161+i,6.4*(2*i-1),-7,12.9*enddolsel,s,52,53lsel,a,167,168latt,1,1,162,6lesize,all,30,1lsel,s,70,71lsel,a,169,170latt,1,1,166,6lesize,all,0.5,1*do,i,1,5lsel,s,40+2*i

21、,41+2*i,latt,1,1,161+i,7lesize,all,0.5,1*enddolsel,s,54,55latt,1,1,162,8lsel,s,56,57latt,1,1,163,9lsel,s,58,59latt,1,1,163,10lsel,s,60,63latt,1,1,164,10lsel,s,64,65latt,1,1,165,10lsel,s,66,67latt,1,1,165,9lsel,s,68,69latt,1,1,166,8lsel,s,54,69lesize,all,0.5,1lsel,all/replot!分配上平纵联*do,i,1,5lsel,s,28+

22、i,latt,1,1,144+2*i,11lesize,28+i,0.5,1*enddo*do,i,1,4lsel,s,32+2*i,33+2*ilatt,1,1,145+2*i,11lesize,all,0.5,1*enddolesize,19,0.3,1lesize,33,0.3,1lsel,all/replot!划分横梁lmesh,72,126!划分纵梁lmesh,127,166!划分主桁lmesh,1,2lmesh,52,53lmesh,167,168*do,i,1,4lmesh,40+2*i,41+2*ilmesh,4*i-1,4*i+2lmesh,50+4*i,53+4*ilmes

23、h,19+2*i,20+2*i*enddolmesh,50,51lmesh,19,20lmesh,70,71lmesh,169,170!划分上平纵联*do,i,1,4lmesh,28+ilmesh,32+2*i,33+2*i*enddolmesh,33!分配桥门架截面asel,allaatt,1,1,2,0,lesize,175,0.3,1lesize,176,0.3,1aesize,all,0.5smrt,3mshape,1,2dmshkey,0amesh,allallseplot!本电脑内存有限，无法显示划分后的梁截面，敬请谅解图 10 纯钢结构有限元模型图 11 前视图图 12 右视图3

24、.1.4 施加耦合条件、约束方程!耦合相同位置处的节点nummrg,node! 刚接横梁与下弦杆*dim,node1,22,2*do,i,1,11node1(i,1)= node(kx(2*i-1),ky(2*i-1),kz(2*i-1)node1(i,2)=node(kx(6*i+37),ky(6*i+37),kz(6*i+37)*enddo*do,i,1,11node1(i+11,1)=node(kx(2*i),ky(2*i),kz(2*i)node1(i+11,2)=node(kx(42+6*i),ky(42+6*i),kz(42+6*i)*enddo*do,i,1,22cerig,no

25、de1(i,1),node1(i,2),all*enddo!刚接上平纵联与主桁*do,i,1,10cerig,node(kx(22+i),ky(22+i),kz(22+i),node(kx(32+i),ky(32+i),kz(32+i),all*enddo!刚接横联与主桁lsel,s,172 !刚接 a1nsll,s,1*get,nnode,node,count,*dim,node2,nnode,1,1*vget,node2(1),node,nlist,alls*do,i,1,nnodecerig,node(nx(node2(i),-5.5,nz(node2(i),node2(i)*enddo

26、lsel,s,171nsll,s,1*get,nnode,node,count,*dim,node3,nnode,1,1*vget,node3(1),node,nlist,alls*do,i,1,nnodecerig,node(nx(node3(i),5.5,nz(node3(i),node3(i)*enddolsel,s,174 !刚接 a2nsll,s,1*get,nnode,node,count,*dim,node5,nnode,1,1*vget,node5(1),node,nlist,alls*do,i,1,nnodecerig,node(nx(node5(i),-5.5,nz(nod

27、e5(i),node5(i)*enddolsel,s,173nsll,s,1*get,nnode,node,count,*dim,node6,nnode,1,1*vget,node6(1),node,nlist,alls*do,i,1,nnodecerig,node(nx(node6(i),5.5,nz(node6(i),node6(i)*enddoa1=kx(34)a2=kz(34)lsel,s,175nsll,s,*get,nnode,node,count,*dim,node4,nnode,1,1*vget,node4(1),node,nlist,alls*do,i,1,nnodeceri

28、g,node4(i),node(a1,ny(node4(i),a2)*enddoa1=kx(42)a2=kz(42)lsel,s,176nsll,s,*get,nnode,node,count,*dim,node7,nnode,1,1*vget,node7(1),node,nlist,alls*do,i,1,nnodecerig,node(a1,ny(node7(i),a2),node7(i)*enddofinish图 13 纯钢结构施加约束图3.1.5 施加载荷、位移边界条件、建立荷载步 1/soldk,1, ,0, ,0,ux,uy, uz, , , , dk,2,0,0,ux,uz,dk

29、,21,0,0,uy,uz,dk,22,0,0,uz, dtran acel,0,0,9.8, lsel,s,127,166esll,ssfbeam,all,1,pres,14618allseplotlswrite,1, !荷载步 1save图 14 一期荷载布置图3.2 钢、混凝土组合结构模型3.2.1 添加单元类型、材料参数acel,0,0,0 sfedele,all,1,pres/prep7mp,ex,2,3.45e10mp,prxy,2,0.2mp,dens,2,2400et,4,shell91keyopt,4,1,16, keyopt,4,2,1keyopt,4,4,0keyopt,

30、4,5,1keyopt,4,6,0keyopt,4,8,0keyopt,4,9,0keyopt,4,10,0 keyopt,4,11,1*set,_rc_set,2, keyopt,4,2,1r,2 rmodif,2,1,1,0, , , ,0 rmodif,2,13,1,0,0.2925,0,0,0, !混凝土板单元类型3.2.2 添加混凝土板*do,i,1,11k,6.4*(i-1),-4.25,z1k,6.4*(i-1),-3.95,z1k,6.4*(i-1),-3.3,z1k,6.4*(i-1),-1.1,z1k,6.4*(i-1),-0.45,z1k,6.4*(i-1),0.45,z

31、1k,6.4*(i-1),1.1,z1k,6.4*(i-1),3.3,z1k,6.4*(i-1),3.95,z1k,6.4*(i-1),4.25,z1*enddo*do,i,1,11lstr,157+10*i,158+10*ilstr,158+10*i,159+10*ilstr,159+10*i,160+10*ilstr,160+10*i,161+10*ilstr,161+10*i,162+10*ilstr,162+10*i,163+10*ilstr,163+10*i,164+10*ilstr,164+10*i,165+10*ilstr,165+10*i,166+10*i*enddo*do,i

32、,1,10lstr,157+10*i,167+10*ilstr,158+10*i,168+10*ilstr,159+10*i,169+10*ilstr,160+10*i,170+10*ilstr,161+10*i,171+10*ilstr,162+10*i,172+10*ilstr,163+10*i,173+10*ilstr,164+10*i,174+10*ilstr,165+10*i,175+10*ilstr,166+10*i,176+10*i*enddo*do,i,1,10al,280+10*i,191+9*i,281+10*i,182+9*ial,281+10*i,192+9*i,282

33、+10*i,183+9*ial,282+10*i,193+9*i,283+10*i,184+9*ial,283+10*i,194+9*i,284+10*i,185+9*ial,284+10*i,195+9*i,285+10*i,186+9*ial,285+10*i,196+9*i,286+10*i,187+9*ial,286+10*i,197+9*i,287+10*i,188+9*ial,287+10*i,198+9*i,288+10*i,189+9*ial,288+10*i,199+9*i,289+10*i,190+9*i*enddo3.2.3 划分混凝土板、添加约束方程aatt,2,2,4

34、,0,asel,s,3,92aesize,all,0.5mshape,0,2d mshkey,1amesh,allallseplot图 15 钢、混凝土组合结构模型!添加约束方程lsel,s,292,382,10lsel,a,293,383,10lsel,a,296,386,10lsel,a,297,387,10nsll,s,1*get,nnode,node,count, , , , *dim,node2,array,nnode,1,1, , ,*vget,node2(1),node,nlist,lsel,s,127,166,nsll,s,1*get,nnode,node,count, , ,

35、 , *dim,node3,array,nnode,1,1, , ,*vget,node3(1),node,nlist,allsi=1cp,1,ux,node3(i),node2(i)cp,2,uy,node3(i),node2(i)cp,3,uz,node3(i),node2(i)*do,i,2,nnodecp,next,ux,node3(i),node2(i)cp,next,uy,node3(i),node2(i)cp,next,uz,node3(i),node2(i)*enddolsel,s,72,126lsel,a,191,289nsll,snummrg,nodefinish图 16

36、钢、混凝土组合结构约束情况3.2.4 施加载荷、建立荷载步/sol!荷载步 2 二期恒载asel,s,3,92sfa,all,2,pres,288.24sftran allslswrite,2, !荷载步 3 全桥满布sfadele,all,2,presasel,s,4,85,9asel,a,5,86,9asel,a,6,87,9asel,a,8,89,9asel,a,9,90,9asel,a,10,91,9sfa,all,2,pres,26696sftranallslswrite,3,!荷载步 4 全桥单线sfadele,all,2,pres asel,s,4,85,9asel,a,5,86

37、,9asel,a,6,87,9sfa,all,2,pres,26696sftran allslswrite,4,!荷载步 5 半桥满布sfadele,all,2,presasel,s,4,40,9asel,a,5,41,9asel,a,6,42,9asel,a,8,44,9asel,a,9,45,9asel,a,10,46,9sfa,all,2,pres,26696sftran allslswrite,5,3.3 求解!求解荷载步lssolve,1,5,1finish!定义荷载工况/post1!定义荷载工况lcdef,11,1 !工况一lcdef,2,2lcdef,3,3lcdef,4,4lc

38、def,5,5lcase,11sumtype,complcoper,add,2lcwrite,12 !工况二lcase,12sumtype,complcoper,add,3lcwrite,13 !工况三lcase,12sumtype,complcoper,add,4lcwrite,14 !工况四lcase,12sumtype,complcoper,add,5lcwrite,15 !工况五save四、计算结果4.1 工况一：一期恒载4.1.1 位移分布lcase,11jpgprf,500,100,1pldisp,2图 17 一期恒载下的变形图我们发现整个模型只在横联处变形较大，其他部分的形变是很

39、小的，为此在接下来的分析中，我们将去掉横联的影响。asel,s,1,2,1esla,sesel,inve/replot图 18 一期恒载下主体结构变形图lsel,s,72,126esll,spldisp,0图 19 一期恒载下横梁的变形图alls/efacet,1 plnsol, u,z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot图 20 一期恒载下 z 方向的位移图 由 z 方向的位移分布可知，端横梁的变形较明显。4.1.2 内力分布allsetable,ni,smisc,1 !单元 i 点沿 x 方向的轴力etable,nj,smisc,14

40、!单元 j 点沿 x 方向的轴力etable,refl/title,axial force diagramplls,ni,nj,1.0,0图 21 一期恒载下的轴力图etable,qi,smisc,6 !单元 i 点沿 y 方向的剪力etable,qj,smisc,19 !单元 j 点沿 y 方向的剪力etable,refl/title,shearing force diagram(sfy)plls,qi,qj,1.0,0图 22 一期恒载下 y 方向的剪力图etable,qi,smisc,5 !单元 i 点沿 z 方向的剪力etable,qj,smisc,18 !单元 j 点沿 z 方向的剪

41、力etable,refl/title,shearing force diagram(sfz)plls,qi,qj,1.0,0图 23 一期恒载下 z 方向的剪力图etable,mi,smisc,2 !单元 i 点沿 y 方向的弯矩etable,mj,smisc,15 !单元 j 点沿 y 方向的弯矩etable,refl/title,bending moment diagram(my)plls,mi,mj,1.0,0图 24 一期恒载下 y 方向的弯矩etable,mi,smisc,3 !单元 i 点沿 z 方向的弯矩etable,mj,smisc,16 !单元 j 点沿 z 方向的弯矩eta

42、ble,refl/title,bending moment diagram(mz)plls,mi,mj,1.0,0图 25 一期恒载下 z 方向弯矩图etable,mi,smisc,4 !单元 i 点沿 x 方向的扭矩etable,mj,smisc,17 !单元 j 点沿 x 方向的扭矩etable,refl/title, torque moment diagram(mx)plls,mi,mj,1.0,0图 26 一期恒载下 x 方向扭矩图4.2 工况二：一期恒载+二期恒载4.2.1 位移分布lcase,12pldisp,2asel,s,1,2,1esla,sesel,inve/replot图

43、 27 工况二主体结构变形图与图 18 相比，最大位移仅增加了 0.07。lsel,s,72,126esll,spldisp,0图 28 工况二横梁的变形图alls/efacet,1 plnsol, u,z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot图 29 工况二 z 方向的位移图4.2.2 内力分布/efacet,4 plnsol, s,eqv, 0,1.0asel,s,3,92,1esla,s/replot图 30 混凝土板的应力等值线图 此时，混凝土板的最大应力为 95.3mpa，已严重超出了混凝土板的承受能力，这主要是由于建模时将混凝土板

44、与端横梁刚接起来的缘故，以后建模时要慎重。allsetable,ni,smisc,1 !单元 i 点沿 x 方向的轴力etable,nj,smisc,14 !单元 j 点沿 x 方向的轴力etable,refl/title,axial force diagramplls,ni,nj,1.0,0图 31 工况二轴力图etable,qi,smisc,6 !单元 i 点沿 y 方向的剪力etable,qj,smisc,19 !单元 j 点沿 y 方向的剪力etable,refl/title,shearing force diagram(sfy)plls,qi,qj,1.0,0图 32 工况二 y 方

45、向剪力图etable,qi,smisc,5 !单元 i 点沿 z 方向的剪力etable,qj,smisc,18 !单元 j 点沿 z 方向的剪力etable,refl/title,shearing force diagram(sfz)plls,qi,qj,1.0,0图 33 工况二 z 方向剪力图etable,mi,smisc,2 !单元 i 点沿 y 方向的弯矩etable,mj,smisc,15 !单元 j 点沿 y 方向的弯矩etable,refl/title,bending moment diagram(my)plls,mi,mj,1.0,0图 34 工况二 y 方向的弯矩图etab

46、le,mi,smisc,3 !单元 i 点沿 z 方向的弯矩etable,mj,smisc,16 !单元 j 点沿 z 方向的弯矩etable,refl/title,bending moment diagram(mz)plls,mi,mj,1.0,0图 35 工况二 z 方向的弯矩图etable,mi,smisc,4 !单元 i 点沿 x 方向的扭矩etable,mj,smisc,17 !单元 j 点沿 x 方向的扭矩etable,refl/title, torque moment diagram(mx)plls,mi,mj,1.0,0图 36 工况二 x 方向的扭矩图4.3 工况三：一期恒载

47、+二期恒载+全桥满布4.3.1 位移分布lcase,13pldisp,2asel,s,1,2,1esla,sesel,inve/replot图 37 工况三主体结构变形图与图 18 相比，最大位移增加了 5.375，我们可以看到端横梁的变形较大，直接影响后来混凝土板的内力分布。lsel,s,72,126esll,spldisp,0图 38 工况三横梁的变形图alls/efacet,1 plnsol, u,z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot图 39 工况三 z 方向的位移图4.3.2 内力分布/efacet,4 plnsol, s,eqv

48、, 0,1.0asel,s,3,92,1esla,s/replot图 40 混凝土板的应力等值线图allsetable,ni,smisc,1 !单元 i 点沿 x 方向的轴力etable,nj,smisc,14 !单元 j 点沿 x 方向的轴力etable,refl/title,axial force diagramplls,ni,nj,1.0,0图 41 工况三轴力图etable,qi,smisc,6 !单元 i 点沿 y 方向的剪力etable,qj,smisc,19 !单元 j 点沿 y 方向的剪力etable,refl/title,shearing force diagram(sfy)

49、plls,qi,qj,1.0,0图 42 工况三 y 方向剪力图etable,qi,smisc,5 !单元 i 点沿 z 方向的剪力etable,qj,smisc,18 !单元 j 点沿 z 方向的剪力etable,refl/title,shearing force diagram(sfz)plls,qi,qj,1.0,0图 43 工况三 z 方向剪力图etable,mi,smisc,2 !单元 i 点沿 y 方向的弯矩etable,mj,smisc,15 !单元 j 点沿 y 方向的弯矩etable,refl/title,bending moment diagram(my)plls,mi,m

50、j,1.0,0图 44 工况三 y 方向的弯矩图etable,mi,smisc,3 !单元 i 点沿 z 方向的弯矩etable,mj,smisc,16 !单元 j 点沿 z 方向的弯矩etable,refl/title,bending moment diagram(mz)plls,mi,mj,1.0,0图 45 工况三 z 方向的弯矩图etable,mi,smisc,4 !单元 i 点沿 x 方向的扭矩etable,mj,smisc,17 !单元 j 点沿 x 方向的扭矩etable,refl/title, torque moment diagram(mx)plls,mi,mj,1.0,0图

51、 46 工况三 x 方向的扭矩图4.4 工况四：一期恒载+二期恒载+半桥满布4.4.1 位移分布lcase,14pldisp,2asel,s,1,2,1esla,sesel,inve/replot图 47 工况四主体结构变形图与图 18 相比，最大位移仅增加了 2.741。lsel,s,72,126esll,spldisp,0图 48 工况四横梁的变形图alls/efacet,1 plnsol, u,z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot图 49 工况四 z 方向的位移图4.4.2 内力分布/efacet,1 plnsol, s,eqv,

52、0,1.0asel,s,3,92,1esla,s/replot图 50 混凝土板的应力等值线图allsetable,ni,smisc,1 !单元 i 点沿 x 方向的轴力etable,nj,smisc,14 !单元 j 点沿 x 方向的轴力etable,refl/title,axial force diagramplls,ni,nj,1.0,0图 51 工况四轴力图etable,qi,smisc,6 !单元 i 点沿 y 方向的剪力etable,qj,smisc,19 !单元 j 点沿 y 方向的剪力etable,refl/title,shearing force diagram(sfy)plls,qi,qj,1.0,0图 52 工况四 y 方向剪力图etable,qi,smisc,5 !单元 i 点沿 z 方向的剪力etable,qj,smisc,18 !单元 j 点沿 z 方向的剪力etable,refl/title,shearing force diagram(sfz)plls,qi,qj,1.0,0图 53 工况四 z 方向剪力图etable,mi,smis