双线下承式简支钢桁结合梁桥的ansys分析实例.doc

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：混凝土板宽：混凝土板截面面积为下弦杆、上弦杆的平均高度取为0.6m钢材的弹性模量取：2.1×1011 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/m3。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。二期恒载分散在混凝土板上为。活载，“中活载”为，其中单条轨道道渣分布在混凝土板上的总长为64 m，宽为。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,1,8,1KEYOPT,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, 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,0.42,0.578,0.016,0.016,0.02,0.02,0,0,0,0SECTYPE, 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 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,3SECTYPE,(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,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,6.4*(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*(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*ENDDO 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,172,1-1.8/5.5,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,181,123,3,1Ldele,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,122,129Lfillt,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,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+126,0.5, ,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,1,1,160,5Lsel,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,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+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*iLmesh,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3.1.4 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,node1(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)*enddoLsel,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(node5(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,nnodecerig,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,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,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,z1K,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,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+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,2,2,4,0,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, , , , *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 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,5,86,9Asel,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,4,4Lcdef,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 !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Etable,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 diagram