1、! 雙層兩跨框架結構! 建模finish/clear/title,nan hu da dao zhan!幾何參數設置（根據工程修改）! 頂板厚度d1=0.8! 樓板厚度d2=0.4! 底板厚度d3=0.9! 兩側墻厚度d4=0.7! 支柱等效厚度zhuchang=1.0 !柱長zhukuan=0.7 !柱寬zhuju=8 !柱距d5=(zhuchang*zhukuan*3/zhuju)*(1/3)!圍護結構等效厚度d6=0.8! 跨度w1=10 !支柱離左側墻距離nw1=10 !劃分數w2=10 !支柱離右側墻距離nw2=10 !劃分數!中板距頂板h1=5nh1=5 !劃分數!中板距底板h2=

2、5nh2=5 !劃分數!底板距連續墻底h3=7nh3=7 !劃分數!頂板距連續墻頂h4=2nh4=2 !劃分數!圍護結構與側墻距離（側墻單元別小于nn，它用來選擇單元來用的）nn=0.9!荷載參數（根據工程修改）! 頂板水土壓力加超載p1=80*1000 ! 樓板荷載，恒載加活載p2=6*1000 ! 底板水壓p3=130*1000!圍護結構頂水平土壓qt1=10*1000!圍護結構底水平土壓,可以將土從中板處分層兩個線性荷載來施加qt2=64*1000!圍護結構底水平土壓qt3=100*1000!側墻頂水壓qw1=30*1000!側墻底水壓qw2=p3!物理參數! c30! 襯砌容重r1=2

3、5e3*1! 襯砌彈性模量e1=30e9! 襯砌泊松比u1=0.2! c40! 襯砌容重r2=25e3*1! 襯砌彈性模量e2=32.5e9! 襯砌泊松比u2=0.2! 圍巖彈性抗力系數,和單元劃分細密有關，盡量將單元劃分為1米長k1=10e6 !底板豎向基床系數k3=12e6 !水平基床系數!鏈桿單元彈性模量，按C30取k2=1e13 !可以取個大數吧?! !定義單元類型、實常數、材料屬性。 /prep7! 定義梁單元et,1,beam3! 定義鏈桿單元et,2,link10keyopt,2,3,1 !設為只受壓 ! 定義彈簧單元et,3,combin14 ! 定義實常數! 定義梁單元的面積

4、、慣性矩和梁高r,1,d1,d1*d1*d1/12,d1r,2,d2,d2*d2*d2/12,d2r,3,d3,d3*d3*d3/12,d3r,4,d4,d4*d4*d4/12,d4r,5,d5,d5*d5*d5/12,d5r,6,d6,d6*d6*d6/12,d6 !圍護結構若考慮剛度折減，則在此慣性矩可乘個系數 ! 定義彈簧單元的彈性系數r,7,k1 !底板豎向基床系數r,9,k3 !水平基床系數! 定義鏈桿單元的實常數(面積)r,8,1! 定義材料屬性! 襯砌材料屬性,C30mp,ex,1,e1mp,prxy,1,u1mp,dens,1,r1/10 ! 襯砌材料屬性,C40mp,ex,2

5、,e2mp,prxy,2,u2mp,dens,2,r2/10! 鏈桿單元屬性mp,ex,3,k2 !建立幾何模型。! 創建隧道支護控制關鍵點k,1,-w1,0k,2,0,0k,3,w2,0k,4,-w1,h2 k,5,0,h2k,6,w2,h2k,7,-w1,h2+h1 k,8,0,h2+h1k,9,w2,h2+h1K,10,w2+nn,-h3K,11,w2+nn,0K,12,w2+nn,h2K,13,w2+nn,h2+h1K,14,w2+nn,h2+h1+h4K,15,-w1-nn,-h3K,16,-w1-nn,0K,17,-w1-nn,h2K,18,-w1-nn,h2+h1K,19,-w1

6、-nn,h2+h1+h4! 生成線l,1,2l,2,3l,4,5l,5,6l,7,8l,8,9l,1,4l,4,7l,3,6l,6,9l,2,5l,5,8l,10,11l,11,12l,12,13l,13,14l,15,16l,16,17l,17,18l,18,19!單元網格劃分。! 底板lsel,s,line,1lesize,all,nw1latt,2,3,1lmesh,alllsel,s,line,2lesize,all,nw2latt,2,3,1lmesh,all! 中板lsel,s,line,3lesize,all,nw1latt,2,2,1lmesh,alllsel,s,line,4

7、lesize,all,nw2latt,2,2,1lmesh,all! 頂板lsel,s,line,5lesize,all,nw1latt,2,1,1lmesh,alllsel,s,line,6lesize,all,nw2latt,2,1,1lmesh,all!側墻lsel,s,line,7,9,2lesize,all,nh2latt,2,4,1lmesh,all!lsel,s,line,8,10,2lesize,all,nh1latt,2,4,1lmesh,all!中柱lsel,s,line,11lesize,all,nh2latt,2,5,1lmesh,alllsel,s,line,12le

8、size,all,nh1latt,2,5,1lmesh,all!圍護lsel,s,line,13,17,4lesize,all,nh3latt,1,6,1lmesh,alllsel,s,line,14,18,4lesize,all,nh2latt,1,6,1lmesh,alllsel,s,line,15,19,4lesize,all,nh1latt,1,6,1lmesh,alllsel,s,line,16,20,4lesize,all,nh4latt,1,6,1lmesh,all!創建彈簧單元! 顯示節點nplot ! 顯示節點編號/pnum,node,1/replot! 確定單元類型 typ

9、e,3! 賦予彈簧單元實常數real,7! 創建底板彈簧單元!選擇底板節點nsel,s,loc,y,0nsel,r,loc,x,-w1,w2 ngen,2,300,all,-0.9*do,i,1,nw1+nw2+1,1 e,i,i+300*enddo!創建左圍護結構水平彈簧單元type,3real,9nsel,s,loc,x,-w1-nnnsel,u,loc,y,-0.1,h1+h2+0.1 ngen,2,400,all,-1nsel,r,loc,x,-w1-nn*get,Node,node,0,count *get,Nmin,node,0,num,min *dim,P,array,Node,

10、2,1 k=Nmin !令K等于所選取最小節點號 *do,i,1,Node,1 P(i,1)=k !保存當前節點號 P(i,2)=P(i,1)+400 k=ndnext(k) !令K等于下一個所選取節點號*enddo*do,i,1,Node,1 e,P(i,1),P(i,2)*enddok=Node=Nmin=!創建右圍護結構彈簧單元type,3real,9nsel,s,loc,x,w2+nnnsel,u,loc,y,-0.1,h1+h2+0.1 ngen,2,700,all,1nsel,r,loc,x,w2+nn*get,Node,node,0,count *get,Nmin,node,0,

11、num,min *dim,P,array,Node,2,1 k=Nmin !令K等于所選取最小節點號 *do,i,1,Node,1 P(i,1)=k !保存當前節點號 P(i,2)=P(i,1)+700 k=ndnext(k) !令K等于下一個所選取節點號*enddo*do,i,1,Node,1 e,P(i,1),P(i,2)*enddok=Node=Nmin=!創建鏈桿單元。!創建左側鏈桿單元nsel,s,loc,x,-w1nsel,r,loc,y,-0.1,h1+h2+0.1 *get,Node,node,0,count *get,Nmin,node,0,num,min *dim,P,ar

12、ray,Node,2,1nsel,s,loc,x,-w1nsel,a,loc,x,-w1-nnnsel,r,loc,y,-0.1,h1+h2+0.1 k=Nmin !令K等于所選取最小節點號 *do,i,1,Node,1 P(i,1)=k !保存當前節點號 P(i,2)=nnear(P(i,1) k=ndnext(k) !令K等于下一個所選取節點號*enddotype,2real,8mat,3*do,i,1,Node,1 e,P(i,1),P(i,2)*enddok=Node=Nmin=!創建右側鏈桿單元nsel,s,loc,x,w2nsel,r,loc,y,-0.1,h1+h2+0.1 *g

13、et,Node,node,0,count *get,Nmin,node,0,num,min *dim,P,array,Node,2,1nsel,s,loc,x,w2nsel,a,loc,x,w2+nnnsel,r,loc,y,-0.1,h1+h2+0.1 k=Nmin !令K等于所選取最小節點號 *do,i,1,Node,1 P(i,1)=k !保存當前節點號 P(i,2)=nnear(P(i,1) k=ndnext(k) !令K等于下一個所選取節點號*enddotype,2real,8mat,3*do,i,1,Node,1 e,P(i,1),P(i,2)*enddok=Node=Nmin=f

14、inish!加載與求解/solu! 對彈簧施加約束allsnsel,s,loc,x,-w1-nn-1nsel,a,loc,x,w2+nn+1d,all,ux,0,uy !對水平彈簧約束allsnsel,s,loc,y,-0.9d,all,ux,0,uy !對底板彈簧約束allsel,allnsel,s,loc,y,-h3d,all,uy,0 !對圍護結構底施加豎向約束allsel,allnsel,s,loc,y,h1+h2nsel,r,loc,x,-w1d,all,uy,0 allsel,allnsel,s,loc,y,h1+h2nsel,r,loc,x,w2d,all,uy,0 !相當于壓頂

15、梁的作用，若抗浮滿足，則這兩個約束可取消allsnsel,s,loc,x,0nsel,r,loc,y,0d,all,ux,0 !底板某點施加水平約束allsel,allacel,0,10,0 !施加重力荷載!加載!施加頂板荷載allsesel,s,real,1 sfbeam,all,1,pres,p1!施加底板水壓allsel,all esel,s,real,3 sfbeam,all,1,pres,-p3!施加樓板荷載allsel,all esel,s,real,2 sfbeam,all,1,pres,p2! 左側墻水壓allsel,all esel,s,real,4 nsle,s nsel,

16、r,loc,x,-w1 esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*dim,P,array,Nelm,3,1 !定義一個Nelm行3列的數組!數組第1列儲存單元號k=Emin !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m2=nelem(P(i,1),2) P(i,2)=qw2-(qw2-qw1)

17、*ny(m1)/(h1+h2) P(i,3)=qw2-(qw2-qw1)*ny(m2)/(h1+h2) *enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,P(i,2),P(i,3)*enddo! 右側墻水壓allsel,all esel,s,real,4 nsle,s nsel,r,loc,x,w2 esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*dim,P,array,Nelm,3,1 !定義一個Nelm行3列的數組!數組第1列儲存單元號k=E

18、min !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m2=nelem(P(i,1),2) P(i,2)=qw2-(qw2-qw1)*ny(m1)/(h1+h2) P(i,3)=qw2-(qw2-qw1)*ny(m2)/(h1+h2) *enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,-P(i,2),-P(i,3)*enddo! 左圍護墻荷載! allsel,all esel,s,rea

19、l,6 nsel,r,loc,x,-w1-nnnsel,r,loc,y,h2,h1+h2+h4 esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*dim,P,array,Nelm,3,1 !定義一個Nelm行3列的數組!數組第1列儲存單元號k=Emin !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m2=

20、nelem(P(i,1),2) p(i,2)=qt2-(qt2-qt1)*ny(m1)/(h1+h2+h4) p(i,3)=qt2-(qt2-qt1)*ny(m2)/(h1+h2+h4)*enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,p(i,2),p(i,3)*enddo!allsel,all esel,s,real,6 nsel,r,loc,x,-w1-nnnsel,r,loc,y,0,h2esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*di

21、m,P,array,Nelm,3,1 !定義一個Nelm行3列的數組!數組第1列儲存單元號k=Emin !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m2=nelem(P(i,1),2) p(i,2)=qt3-(qt3-qt2)*ny(m1)/h2 p(i,3)=qt3-(qt3-qt2)*ny(m2)/h2*enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,p(i,2),p(i,3)*e

22、nddo!allsel,all esel,s,real,6 nsle,s nsel,r,loc,x,-w1-nnnsel,r,loc,y,-h3,0esln,r,1 sfbeam,all,1,pres,qt3! 右圍護墻荷載! allsel,all esel,s,real,6 nsel,r,loc,x,w2+nnnsel,r,loc,y,h2,h1+h2+h4 esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*dim,P,array,Nelm,3,1 !定義一個Nelm行3列的數

23、組!數組第1列儲存單元號k=Emin !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m2=nelem(P(i,1),2) p(i,2)=qt2-(qt2-qt1)*ny(m1)/(h1+h2+h4) p(i,3)=qt2-(qt2-qt1)*ny(m2)/(h1+h2+h4)*enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,-p(i,2),-p(i,3)*enddo!allsel,all

24、 esel,s,real,6 nsel,r,loc,x,w2+nnnsel,r,loc,y,0,h2esln,r,1 !*get,Nelm,elem,0,count !讀取所選取單元總數*get,Emin,elem,0,num,min !讀取所選取單元中最小單元號*dim,P,array,Nelm,3,1 !定義一個Nelm行3列的數組!數組第1列儲存單元號k=Emin !令K等于所選取單元中最小單元號 *do,i,1,Nelm P(i,1)=k !保存當前單元號 k=elnext(k) !令K等于下一個所選取單元號*enddo*do,i,1,Nelm m1=nelem(P(i,1),1) m

25、2=nelem(P(i,1),2) p(i,2)=qt3-(qt3-qt2)*ny(m1)/h2 p(i,3)=qt3-(qt3-qt2)*ny(m2)/h2*enddo *do,i,1,Nelm sfbeam,P(i,1),1,pres,-p(i,2),-p(i,3)*enddo!allsel,all esel,s,real,6 nsle,s nsel,r,loc,x,w2+nnnsel,r,loc,y,-h3,0esln,r,1 sfbeam,all,1,pres,-qt3!求解NROPT,FULL, !采用全牛頓拉普森法進行求解Allsel !選擇所有內容Outres,all,all !

26、輸出所有內容allsel,allsolve!進入后處理/post1allsel,allesel,s,type,1/AUTO,1 !相當于fit/post1 /pnum,node,0/RGB,INDEX,100,100,100, 0 /RGB,INDEX, 80, 80, 80,13 /RGB,INDEX, 60, 60, 60,14 /RGB,INDEX, 0, 0, 0,15 /REPLOT/COLOR,PBAK,OFF ! 關閉背景顏色allsel,all! 選擇梁單元esel,s,type,1 ! 畫變形結果圖/TITLE,deform diagrampldisp,1! 保存為圖片!/image,save,deform_1,jpgSave !保存數據allsel!底板部分彈簧單元都是受拉，因此要去除受拉彈簧單元，并進行重新計算Finish !結束后處理器操作/so