雙線下承式簡支鋼桁結(jié)合梁橋的ansys分析實(shí)例

1、Ansys 課程設(shè)計 2一、題目以 64m 雙線下承式簡支鋼桁結(jié)合梁橋?yàn)檠芯繉ο?，利?ansys 建模分析該結(jié)合梁橋在各種工況作用下的變形和應(yīng)力分布，并進(jìn)行動力仿真分析，檢驗(yàn)其設(shè)計的合理性。該橋每個橋墩（臺）在橫向布置兩個支座，支座中心橫向間距為 11.0m；分析時僅在橋梁兩端設(shè)置橫聯(lián)（橋門架） ，若動力分析通不過，可在中間加設(shè)兩個橫聯(lián)，截面同橋門架；二期恒載按 16t 計算，活載按中活載計算，雙線加載不折減；橫梁先按工形截面計算，若應(yīng)力通不過，可將端橫梁改成箱型斷面；縱梁外側(cè)橋面板懸臂部分不與橫梁連接。該橋的結(jié)構(gòu)輪廓圖分別如圖1、圖 2、圖 3、圖 4 所示。圖 1 立面圖圖 2 下平面圖

2、圖 3 上平縱聯(lián)圖 4 橫截面圖二、概述Ansys 建模主要采用自底向上的實(shí)體建模，即先定義關(guān)鍵點(diǎn)，然后在關(guān)鍵點(diǎn)的基礎(chǔ)上連接成線，之后在初步形成的圖形上劃分網(wǎng)格，生成節(jié)點(diǎn)和單元，并定義截面類型，即可得到有限元模型。主桁的上下弦桿為梯形截面箱梁，采用自定義截面的 beam188 空間梁單元進(jìn)行模擬。混凝土板采用 shell91、橫聯(lián)采用 shell63 空間板單元，混凝土板的厚度取其平均厚度。其他桿件采用常用截面的 beam188 空間梁單元進(jìn)行模擬。按平截面假定考慮主桁下弦桿、縱梁、橫梁以及混凝土板相互之間的偏心，考慮上平縱聯(lián)與橫聯(lián)、主桁上弦桿之間的偏心，不考慮鋼與混凝土板間的滑移。主桁各桿之

3、間、橫梁與主桁下弦桿之間、縱梁與橫梁之間、上平縱聯(lián)與主桁上弦桿之間、橫聯(lián)與主桁豎桿之間都按剛接處理，混凝土板與縱梁的連接按鉸接處理。單元的平均長度為 0.5m，純鋼結(jié)構(gòu)模型一共得到 6880 個節(jié)點(diǎn)，3949 個單元。混凝土板厚：m2925. 0225. 0335. 0混凝土板寬：m5 . 81000%22503352混凝土板截面面積為2486. 22925. 05 . 8m下弦桿、上弦桿的平均高度取為 0.6m鋼材的彈性模量?。?.11011 Pa，泊松比?。?.3，密度取：7850/m3 ?；炷良僭O(shè)采用 C50，彈性模量取：3.45 1010 Pa，泊松比取：0.2，密度?。?400/m

4、3。重力加速度取：9.8 N/。一期恒載：鋼結(jié)構(gòu)自重+混凝土板自重，混凝土板自重分散到縱梁上為。mN /14618449. 224008 . 9二期恒載分散在混凝土板上為。Pa24.2885 . 8648 . 910163活載， “中活載”為，Pa310696.265 . 3645 . 730648030922205其中單條軌道道渣分布在混凝土板上的總長為 64 m，寬為。m5 . 3265. 02 . 2活載作用考慮三種情況：全橋滿布、全橋單線以及半橋滿布。一期恒載由鋼結(jié)構(gòu)單獨(dú)承受，二期恒載和活載由組合結(jié)構(gòu)承受，因此需建立兩個有限元模型分 5 次計算：第一個模型為純鋼結(jié)構(gòu)，作用一期恒載；第二

5、個模型為剛與混凝土的組合結(jié)構(gòu)，按二期恒載、活載作用時分別計算。最后將它們的計算結(jié)果進(jìn)行疊加，得到下面五種種工況：工況一：一期恒載；工況二：一期恒載+二期恒載；工況三：一期恒載+二期恒載+全橋滿布；工況四：一期恒載+二期恒載+全橋單線；工況五：一期恒載+二期恒載+半橋滿布。三、ansys 模型的建立與求解3.1 純鋼結(jié)構(gòu)模型3.1.1 選擇單元類型、輸入材料參數(shù)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 定義梁截面形式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圖 5 下弦桿截面一圖 6 下弦桿截面二圖 7 下弦桿截面三3.1.3 定義關(guān)鍵點(diǎn)、線!坐標(biāo)原點(diǎn)建在橫梁橫向?qū)ΨQ面的最低點(diǎn)*SET,Z1,1.42 !橫梁、縱梁截面高度*SET,Z2,0.30 !下弦桿截面重心平均高度*SET,H2,0.355 !下弦桿截面 1/2 寬度*set,b2,0.289 !斜桿截面 1/2 寬度*DO,I,1,11 !定義下弦桿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 !定義上弦桿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 !定義上平縱聯(lián)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 !定義主桁其他桿件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 !定義橫梁、縱梁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, !定義橋門架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圖 8 純鋼結(jié)構(gòu)的實(shí)體模型圖 9 右視圖3.1.4 分配單元屬性、網(wǎng)格劃分!分配橫梁截面*do,I,1,11K,144+I,6.4*(i-1),0,16 !定義關(guān)鍵點(diǎn)Lsel,s,5*i+67,5*i+71,Latt,1,1,144+I,1Lesize,

18、all,0.5,1*enddoLsel,all/replot!分配縱梁截面K,156,0,-3.3,16 !定義關(guān)鍵點(diǎn)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!分配上下弦桿截面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!分配主桁其他桿件截面*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!分配上平縱聯(lián)*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!劃分橫梁Lmesh,72,126!劃分縱梁Lmesh,127,166!劃分主桁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!劃分上平縱聯(lián)*do,I,1,4Lmesh,28+iLmesh,32+2*i,33+2*i*enddoLmesh,33!分配橋門架截面Asel,allAATT,1,1,2,0,Lesize,175,0.3,1Lesize,176,0.3,1Aesize,all,0.5SMRT,3MSHAPE,1,2DMSHKEY,0Amesh,allallsEplot!本電腦內(nèi)存有限，無法顯示劃分后的梁截面，敬請諒解圖 10 純鋼結(jié)構(gòu)有限元模型圖 11 前視圖圖 12 右視圖3

24、.1.4 施加耦合條件、約束方程!耦合相同位置處的節(jié)點(diǎn)Nummrg,node! 剛接橫梁與下弦桿*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!剛接上平縱聯(lián)與主桁*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!剛接橫聯(lián)與主桁Lsel,s,172 !剛接 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 !剛接 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圖 13 純鋼結(jié)構(gòu)施加約束圖3.1.5 施加載荷、位移邊界條件、建立荷載步 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, !荷載步 1save圖 14 一期荷載布置圖3.2 鋼、混凝土組合結(jié)構(gòu)模型3.2.1 添加單元類型、材料參數(shù)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, !混凝土板單元類型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 劃分混凝土板、添加約束方程Aatt,2,2,4

34、,0,Asel,s,3,92Aesize,all,0.5MSHAPE,0,2D MSHKEY,1Amesh,allAllsEplot圖 15 鋼、混凝土組合結(jié)構(gòu)模型!添加約束方程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圖 16

36、鋼、混凝土組合結(jié)構(gòu)約束情況3.2.4 施加載荷、建立荷載步/sol!荷載步 2 二期恒載Asel,s,3,92SFA,all,2,PRES,288.24SFTRAN allsLSWRITE,2, !荷載步 3 全橋滿布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,!荷載步 4 全橋單線SFADELE,all,2,PRES Asel,s,4,85,9Asel,a,5,86

37、,9Asel,a,6,87,9SFA,all,2,PRES,26696SFTRAN allsLSWRITE,4,!荷載步 5 半橋滿布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!求解荷載步Lssolve,1,5,1Finish!定義荷載工況/post1!定義荷載工況Lcdef,11,1 !工況一Lcdef,2,2Lcdef,3,3Lcdef,4,4Lc

38、def,5,5Lcase,11Sumtype,compLcoper,add,2Lcwrite,12 !工況二Lcase,12Sumtype,compLcoper,add,3Lcwrite,13 !工況三Lcase,12Sumtype,compLcoper,add,4Lcwrite,14 !工況四Lcase,12Sumtype,compLcoper,add,5Lcwrite,15 !工況五save四、計算結(jié)果4.1 工況一：一期恒載4.1.1 位移分布Lcase,11jpgprf,500,100,1PLDISP,2圖 17 一期恒載下的變形圖我們發(fā)現(xiàn)整個模型只在橫聯(lián)處變形較大，其他部分的形變是很

39、小的，為此在接下來的分析中，我們將去掉橫聯(lián)的影響。Asel,s,1,2,1Esla,sEsel,inve/replot圖 18 一期恒載下主體結(jié)構(gòu)變形圖Lsel,s,72,126Esll,sPldisp,0圖 19 一期恒載下橫梁的變形圖Alls/EFACET,1 PLNSOL, U,Z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot圖 20 一期恒載下 Z 方向的位移圖 由 Z 方向的位移分布可知，端橫梁的變形較明顯。4.1.2 內(nèi)力分布AllsEtable,Ni,smisc,1 !單元 I 點(diǎn)沿 X 方向的軸力Etable,Nj,smisc,14

40、!單元 J 點(diǎn)沿 X 方向的軸力Etable,refl/title,axial force diagramPlls,ni,nj,1.0,0圖 21 一期恒載下的軸力圖Etable,qi,smisc,6 !單元 i 點(diǎn)沿 Y 方向的剪力Etable,qj,smisc,19 !單元 j 點(diǎn)沿 Y 方向的剪力Etable,refl/title,Shearing force diagram(SFY)Plls,qi,qj,1.0,0圖 22 一期恒載下 Y 方向的剪力圖Etable,qi,smisc,5 !單元 i 點(diǎn)沿 Z 方向的剪力Etable,qj,smisc,18 !單元 j 點(diǎn)沿 Z 方向的剪

41、力Etable,refl/title,Shearing force diagram(SFZ)Plls,qi,qj,1.0,0圖 23 一期恒載下 Z 方向的剪力圖Etable,MI,smisc,2 !單元 I 點(diǎn)沿 Y 方向的彎矩Etable,MJ,smisc,15 !單元 J 點(diǎn)沿 Y 方向的彎矩Etable,refl/title,Bending moment diagram(MY)Plls,MI,MJ,1.0,0圖 24 一期恒載下 Y 方向的彎矩Etable,MI,smisc,3 !單元 I 點(diǎn)沿 Z 方向的彎矩Etable,MJ,smisc,16 !單元 J 點(diǎn)沿 Z 方向的彎矩Eta

42、ble,refl/title,Bending moment diagram(MZ)Plls,MI,MJ,1.0,0圖 25 一期恒載下 Z 方向彎矩圖Etable,MI,smisc,4 !單元 I 點(diǎn)沿 X 方向的扭矩Etable,MJ,smisc,17 !單元 J 點(diǎn)沿 X 方向的扭矩Etable,refl/title, Torque moment diagram(MX)Plls,MI,MJ,1.0,0圖 26 一期恒載下 X 方向扭矩圖4.2 工況二：一期恒載+二期恒載4.2.1 位移分布Lcase,12Pldisp,2Asel,s,1,2,1Esla,sEsel,inve/replot圖

43、 27 工況二主體結(jié)構(gòu)變形圖與圖 18 相比，最大位移僅增加了 0.07。Lsel,s,72,126Esll,sPldisp,0圖 28 工況二橫梁的變形圖Alls/EFACET,1 PLNSOL, U,Z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot圖 29 工況二 Z 方向的位移圖4.2.2 內(nèi)力分布/EFACET,4 PLNSOL, S,EQV, 0,1.0Asel,s,3,92,1Esla,s/replot圖 30 混凝土板的應(yīng)力等值線圖 此時，混凝土板的最大應(yīng)力為 95.3MPa，已嚴(yán)重超出了混凝土板的承受能力，這主要是由于建模時將混凝土板

44、與端橫梁剛接起來的緣故，以后建模時要慎重。AllsEtable,Ni,smisc,1 !單元 I 點(diǎn)沿 X 方向的軸力Etable,Nj,smisc,14 !單元 J 點(diǎn)沿 X 方向的軸力Etable,refl/title,axial force diagramPlls,ni,nj,1.0,0圖 31 工況二軸力圖Etable,qi,smisc,6 !單元 i 點(diǎn)沿 Y 方向的剪力Etable,qj,smisc,19 !單元 j 點(diǎn)沿 Y 方向的剪力Etable,refl/title,Shearing force diagram(SFY)Plls,qi,qj,1.0,0圖 32 工況二 Y 方

45、向剪力圖Etable,qi,smisc,5 !單元 i 點(diǎn)沿 Z 方向的剪力Etable,qj,smisc,18 !單元 j 點(diǎn)沿 Z 方向的剪力Etable,refl/title,Shearing force diagram(SFZ)Plls,qi,qj,1.0,0圖 33 工況二 Z 方向剪力圖Etable,MI,smisc,2 !單元 I 點(diǎn)沿 Y 方向的彎矩Etable,MJ,smisc,15 !單元 J 點(diǎn)沿 Y 方向的彎矩Etable,refl/title,Bending moment diagram(MY)Plls,MI,MJ,1.0,0圖 34 工況二 Y 方向的彎矩圖Etab

46、le,MI,smisc,3 !單元 I 點(diǎn)沿 Z 方向的彎矩Etable,MJ,smisc,16 !單元 J 點(diǎn)沿 Z 方向的彎矩Etable,refl/title,Bending moment diagram(MZ)Plls,MI,MJ,1.0,0圖 35 工況二 Z 方向的彎矩圖Etable,MI,smisc,4 !單元 I 點(diǎn)沿 X 方向的扭矩Etable,MJ,smisc,17 !單元 J 點(diǎn)沿 X 方向的扭矩Etable,refl/title, Torque moment diagram(MX)Plls,MI,MJ,1.0,0圖 36 工況二 X 方向的扭矩圖4.3 工況三：一期恒載

47、+二期恒載+全橋滿布4.3.1 位移分布Lcase,13Pldisp,2Asel,s,1,2,1Esla,sEsel,inve/replot圖 37 工況三主體結(jié)構(gòu)變形圖與圖 18 相比，最大位移增加了 5.375，我們可以看到端橫梁的變形較大，直接影響后來混凝土板的內(nèi)力分布。Lsel,s,72,126Esll,sPldisp,0圖 38 工況三橫梁的變形圖Alls/EFACET,1 PLNSOL, U,Z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot圖 39 工況三 Z 方向的位移圖4.3.2 內(nèi)力分布/EFACET,4 PLNSOL, S,EQV

48、, 0,1.0Asel,s,3,92,1Esla,s/replot圖 40 混凝土板的應(yīng)力等值線圖AllsEtable,Ni,smisc,1 !單元 I 點(diǎn)沿 X 方向的軸力Etable,Nj,smisc,14 !單元 J 點(diǎn)沿 X 方向的軸力Etable,refl/title,axial force diagramPlls,ni,nj,1.0,0圖 41 工況三軸力圖Etable,qi,smisc,6 !單元 i 點(diǎn)沿 Y 方向的剪力Etable,qj,smisc,19 !單元 j 點(diǎn)沿 Y 方向的剪力Etable,refl/title,Shearing force diagram(SFY)

49、Plls,qi,qj,1.0,0圖 42 工況三 Y 方向剪力圖Etable,qi,smisc,5 !單元 i 點(diǎn)沿 Z 方向的剪力Etable,qj,smisc,18 !單元 j 點(diǎn)沿 Z 方向的剪力Etable,refl/title,Shearing force diagram(SFZ)Plls,qi,qj,1.0,0圖 43 工況三 Z 方向剪力圖Etable,MI,smisc,2 !單元 I 點(diǎn)沿 Y 方向的彎矩Etable,MJ,smisc,15 !單元 J 點(diǎn)沿 Y 方向的彎矩Etable,refl/title,Bending moment diagram(MY)Plls,MI,M

50、J,1.0,0圖 44 工況三 Y 方向的彎矩圖Etable,MI,smisc,3 !單元 I 點(diǎn)沿 Z 方向的彎矩Etable,MJ,smisc,16 !單元 J 點(diǎn)沿 Z 方向的彎矩Etable,refl/title,Bending moment diagram(MZ)Plls,MI,MJ,1.0,0圖 45 工況三 Z 方向的彎矩圖Etable,MI,smisc,4 !單元 I 點(diǎn)沿 X 方向的扭矩Etable,MJ,smisc,17 !單元 J 點(diǎn)沿 X 方向的扭矩Etable,refl/title, Torque moment diagram(MX)Plls,MI,MJ,1.0,0圖

51、 46 工況三 X 方向的扭矩圖4.4 工況四：一期恒載+二期恒載+半橋滿布4.4.1 位移分布Lcase,14Pldisp,2Asel,s,1,2,1Esla,sEsel,inve/replot圖 47 工況四主體結(jié)構(gòu)變形圖與圖 18 相比，最大位移僅增加了 2.741。Lsel,s,72,126Esll,sPldisp,0圖 48 工況四橫梁的變形圖Alls/EFACET,1 PLNSOL, U,Z, 0,1.0 asel,s,1,2,1 esla,s esel,inve /replot圖 49 工況四 Z 方向的位移圖4.4.2 內(nèi)力分布/EFACET,1 PLNSOL, S,EQV,

52、0,1.0Asel,s,3,92,1Esla,s/replot圖 50 混凝土板的應(yīng)力等值線圖AllsEtable,Ni,smisc,1 !單元 I 點(diǎn)沿 X 方向的軸力Etable,Nj,smisc,14 !單元 J 點(diǎn)沿 X 方向的軸力Etable,refl/title,axial force diagramPlls,ni,nj,1.0,0圖 51 工況四軸力圖Etable,qi,smisc,6 !單元 i 點(diǎn)沿 Y 方向的剪力Etable,qj,smisc,19 !單元 j 點(diǎn)沿 Y 方向的剪力Etable,refl/title,Shearing force diagram(SFY)Plls,qi,qj,1.0,0圖 52 工況四 Y 方向剪力圖Etable,qi,smisc,5 !單元 i 點(diǎn)沿 Z 方向的剪力Etable,qj,smisc,18 !單元 j 點(diǎn)沿 Z 方向的剪力Etable,refl/title,Shearing force diagram(SFZ)Plls,qi,qj,1.0,0圖 53 工況四 Z 方向剪力圖Etable,MI,smis