钢混凝土组合柱子ANSYS分析建模命令流

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1、!注参数命名：h （高度），w （宽度），t （厚度），sec （代表截面信息）!单位：mm!柱截面尺寸HW300（截面高度）*300（翼缘宽度）*10（腹板厚度）*15（翼缘厚度）hw_sec_h = 300hw_sec_w = 300hw_sec_t1 = 10hw_sec_t2 = 15 !梁截面尺寸HN250*125*6*9hn_sec_h = 250hn_sec_w = 125hn_sec_t1 = 6hn_sec_t2 = 9 !T型肋加强板尺寸HT75*125*6*9ht_sec_h = 75ht_sec_w = 125ht_sec_t1 = 6ht_sec_t2 = 9ht_l

2、 = 1000 !长度 !混凝土板厚度尺寸con_sec_t = 120!（修改）!模型的高!模型横向宽度原3000!模型纵向宽度!模型整体尺寸 mod_h = 3000 mod_w1 = 640 mod w2 = 5100 !其他参数rebar_vr = 0.014!体积率（配筋率）为1.4%（修改）!横向钢筋？ ？ 6200?nail_dis = 100 !栓钉间距为100mm （修改）gridding = 100 !网格steelbar = 200 !钢筋间隔 concrete.mac !model1,钢筋全部由实常数定义的配筋率!先运行参数定义命令define.mac/FILNAME,

3、model,0/prep7!定义属性et,1,solid65,3 !定义混凝土板单元KEYOPT(6)混凝土非线性解输出控制:3 -同时还给 出积分点的解et,2,SHELL181 !定义钢梁单元et,3,combin39,0 !定义弹簧单元 combin39et,4,solid45 !定义垫板单元(增加垫块以消除混凝土单元的应力集中)et,5,link8 !定义 link8 单元mp,ex,1,3E4 !定义混凝土板的弹性模量N/mm2mp,prxy,1,0.2 !定义混凝土板的泊松比mp,dens,1,2.6e-9 !定义混凝土板的密度mp,ex,2,2.06E5 !定义钢梁的弹性模量mp

4、,prxy,2,0.3 !定义钢梁的泊松比mp,dens,2,7.8e-9mp,ex,3,2.0E5 !定义钢筋的弹性模量mp,prxy,3,0.3 !定义钢筋的泊松比mp,dens,3,7.85e-9mp,ex,4,2.02E5 !定义垫板材料特性mp,prxy,4,0.3tb,miso,1 !混凝土屈服准则*do,i,1,17,1*if,i,LE,7,THENx=0.0001*2*iy=(2.07*(x/1.58e-3)+(3-2*2.07)*(x/1.58e-3)*(x/1.58e-3)+0.07*(x/1.58e-3)*(x/1.58e-3)*(x/1.58e-3)*26.1*ELSE

5、xtemp=0.0001*2*i/1.58e-3x=0.0001*2*iy=xtemp*26.1/(1.13*(xtemp-1)*(xtemp-1)+xtemp)*ENDIFtbpt,x,y*enddotbpt,0.0002,6!该处将0.0033改为了 0.0035tbpl,miso,1tb,concr,1 !混凝土破坏准则tbdata,0.6,1.0,2.61,-1 !混凝土材料的前四个实常数的含义 !1裂缝张开剪力传递系数.!2裂缝闭合剪力传递系数!3单轴抗拉强度!4单轴抗压强度 !当变量3（4）被设为-1时表示混凝土无开裂（无压碎）tb,bkin,2,1,2 !激活钢梁的温度特性？ m

6、kin tbdata,235,2000 tbpl,bkin,2tb,bkin,3,1,2 !激活钢筋的温度特性 tbdata,335,2000 !320屈服应力，10代表屈服后的切线模量 tbpl,bkin,3r,1,3,rebar_vr,0,0,0,0!体积率，方向角3是什么意思？!r,1,3,0.0089,90,90,3,0.007819 rmore,0,0 !定义混凝土板实常数（三个方向的钢筋）!定义钢梁腹板厚度r,2,hw_sec_t1,hw_sec_t1,hw_sec_t1,hw_sec_t1 定义钢梁腹板厚度（柱子） r,3,hn_sec_t1,hn_sec_t1,hn_sec_t

7、1,hn_sec_t1 !定义钢梁腹板厚度（水平梁） !定义钢梁上下翼缘的厚度r,4,hw_sec_t2,hw_sec_t2,hw_sec_t2,hw_sec_ t2 !定义钢梁上下翼缘的厚度（柱子） r,5,hn_sec_t2,hn_sec_t2,hn_sec_t2,hn_sec_t2 !定义钢梁上下翼缘的厚度（水平梁）r,6,0,0,0.02,4607.0,0.04,6765.5 !定义弹簧的荷载变形曲线 rmore,0.05,7651.1,0.06,8457.1,0.07,9201.7 rmore,0.08,9896.9,0.09,10551.2,0.1,11170.8rmore,0.2

8、,16154.6,0.3,19890.4,0.4,22932.2rmore,0.5,25506.4,0.6,27734.7,0.7,29692.3 rmore,0.8,31430.3,0.9,32985.4,1,34385.1 rmore,2,43095.0,4,100000, !3,46937.7,4,50000,r,7,12 !定义link8单元的面积!*KEYOPT,3,1,0KEYOPT,3,2,0KEYOPT,3,3,2KEYOPT,3,4,0KEYOPT,3,6,0 !*!*!开始建立几何模型!*!先建柱子!*wpcsys,-1,0csys,4!在局部坐标系中建立柱子模型wpoff

9、s,-(mod_w1+hw_sec_w*0.5),-mod_w2*0.5,0wprota,90 !(positive Y toward Z)wpoffs,-hw_sec_h*0.5blc4,0,0,hw_sec_w,mod_h+con_sec_twpoffs,hw_sec_hblc4,0,0,hw_sec_w,mod_h+con_sec_twprota,90 !(positive Z toward X)wpoffs,hw_sec_w*0.5blc4,0,0,hw_sec_h,mod_h+con_sec_taptn,allasel,allwpcsys,-1,0wpoffs,mod_h-hn_se

10、c_t2*0.5asbw,allwpoffs,-hn_sec_hasbw,all!纵梁wpcsys,-1,0csys,4!在局部坐标系中建立纵梁模型asel,invert !反选wpoffs,-mod_w1,-mod_w2*0.5,mod_h-hn_sec_t2*0.5blc4,-hn_sec_w*0.5,-hw_sec_h*0.5,hn_sec_w,(mod_w2+hw_sec_h)*0.5wpoffs,-hn_sec_hblc4,-hn_sec_w*0.5,-hw_sec_h*0.5,hn_sec_w,(mod_w2+hw_sec_h)*0.5 wprota,-90 !(positive

11、Z toward X)blc4,0,-hw_sec_h*0.5,hn_sec_h,(mod_w2+hw_sec_h)*0.5 cm,hn_temp,area wpcsys,-1,0!agen,3,hn_temp,mod_w1 aptn,all asel,all!切割梁wpcsys,-1,0wpoffs,-mod_w1,-(mod_w2+hn_sec_w)*0.5,mod_h-hn_sec_t2*0.5wpro,90wpro,90wpoffs,-hn_sec_w*0.5asbw,allwpoffs,hn_sec_wasbw,allaptn,all!混凝土板wpcsys,-1,0csys,4!在局

12、部坐标系中建立柱子模型wpoffs,-mod_w1,-(mod_w2+hw_sec_h)*0.5,mod_hblc4,-mod_w1*0.5,0,mod_w1,(mod_w2+hw_sec_h)*0.5,con_sec_t!切体wpcsys,-1,0wpoffs,-mod_w1,-mod_w2*0.5,mod_h-hn_sec_t2*0.5wpro,90!vsbw,all!wpoffs,-hw_sec_h*0.5!vsbw,allwpro,90vsbw,allwpoffs,-hn_sec_w*0.5vsbw,allwpoffs,hn_sec_wvsbw,all!付属性ALLSEL,BELOW,

13、VOLUasel,invertcm,gangjiegou,areawpcsys,-1,0wpoffs,-mod_w1,-(mod_w2+hn_sec_h)*0.5,mod_h-hn_sec_t2*0.5asel,r,loc,z,wpoffs,-hn_sec_hasel,a,loc,z,cm,hnsect2,areaAATT, 2,5,2,0, !梁翼缘 cmsel,s,gangjiegou,areacmsel,u,hnsect2,areawpcsys,-1,0wpoffs,-mod_w1,-mod_w2*0.5,mod_h-hn_sec_t2*0.5asel,r,loc,y,hw_sec_w*

14、0.5+0.001,mod_w2cm,hnsect1,areaAATT, 2,3,2,0, !梁腹板 cmsel,s,gangjiegou,areacmsel,u,hnsect2,areacmsel,u,hnsect1,areacm,hwall,areaasel,r,loc,x,cm,hwsect1,area0,!柱子腹板0,!柱子翼缘AATT, 2,2,2, cmsel,s,hwall,areacmsel,u,hwsect1,areaAATT, 2,4,2,!钢结构网格cmsel,s,gangjiegou,areaESIZE,gridding,0,AMESH,allnummrg,all!选钢

15、筋切体wpcsys,-1,0allsel,allKWPAVE, 33wpoffs,-20vsbw,all wpcsys,-1,0KWPAVE, 33wpoffs,20,wpro,90vsbw,all*do,i,1,mod_w1/steelbar,1wpoffs,steelbar !改了 vsbw,all *enddo!体模型 save.amesh !选钢筋的线wpcsys,-1,0allsel,allKWPAVE, 33wpoffs,20,-20lsel,r,loc,zcm,ltemp,line!选出那一层的线lsel,r,loc,x,0 cm,ltemp1,linecmsel,s,ltemp

16、,line *do,i,1,mod_w1/steelbar,1 lsel,r,loc,x,i*steelbar cmsel,a,ltemp1,linecm,ltemp1,line cmsel,s,ltemp,line *enddocmsel,s,ltemp1,line LATT,3,7,5, ESIZE,gridding,0, LMESH,all!体单元 allsel,allESIZE,gridding,0,VATT, 1,1,1,0 !体属性vmesh,all!*!加弹簧、耦合!上混泥土板!*type,3 !设定弹簧单元real,6wpcsys,-1,0wpoffs,-mod_w1,nsel

17、,s,loc,xnsel,r,loc,y,0,-(mod_w2-hw_sec_w)*0.5 !1400nsel,r,loc,z,mod_h-0.001,mod_h+0.001 cm,enod,node*get,max0,node,0,count !max1=15*dim,ojd0,max0*dim,jd0,max0*get,nod0,node,0,num,minojd0(1)=nod0*do,i,2,max0ojd0(i)=ndnext(ojd0(i-1)*enddoallsel,allnsel,allcmsel,u,enod*do,i,1,max0nod0=ojd0(i)j0=nnear(n

18、od0)jd0(i)=j0*enddonsel,all*do,i,1,max0e,ojd0(i),jd0(i)*enddoallsel,all!node(x,y,z)!返回最近节点的编号!nnear(n)!返回最接近n的节点编号!耦合纵梁节点wpcsys,-1,0wpoffs,-mod_w1,!nsel,r,loc,y,0,-2400!1400nsel,r,loc,z,mod_h-0.001,mod_h+0.001nsel,r,loc,x,-hn_sec_w*0.5,hn_sec_w*0.5cm,cmljnod,node*get,max1,node,0,count !max1=15*dim,o

19、jd,max1*dim,jd,max1*get,nod1,node,0,num,minojd(1)=nod1*do,i,2,max1ojd(i)=ndnext(ojd(i-1)*enddoallsel,allnsel,allcmsel,u,cmljnod*do,i,1,max1nod1=ojd(i)j=nnear(nod1)jd(i)=j*enddonsel,allji = 1*do,i,1,max1cp,ji,ux,ojd(i),jd(i)cp,ji+1,uz,ojd(i),jd(i)ji=ji+2*enddoallsel,all!node(x,y,z)!返回最近节点的编号!nnear(n)

20、!返回最接近n的节点编号!耦合端部节点wpcsys,-1,0wpoffs,-mod_w1,nsel,s,loc,x,-hn_sec_w*0.5,hn_sec_w*0.5!1400nsel,r,loc,y,-(mod_w2+hw_sec_w)*0.5 ,-(mod_w2-hw_sec_w)*0.5 nsel,r,loc,z,mod_h-0.001,mod_h+0.001 cm,egnod,node *get,max2,node,0,count !max1=15*dim,ojd2,max2*dim,jd2,max2*get,nod2,node,0,num,minojd2(1)=nod2*do,i,

21、2,max2ojd2(i)=ndnext(ojd2(i-1)*enddoallsel,allnsel,allcmsel,u,egnod*do,i,1,max2nod2=ojd2(i)j2=nnear(nod2)jd2(i)=j2*enddonsel,allji2 = ji + 1*do,i,1,max2cp,ji2,uy,ojd2(i),jd2(i)ji2=ji2+1*enddoallsel,all!载荷wpcsys,-1,0nsel,s,loc,z,D,all, , , , , ,ALL,!ACEL,0,0,0,nsel,s,loc,y,D,all, , , , , ,UY,allsel,a

22、llwpcsys,-1,0wpoffs,-mod_w1,-(mod_w2-hw_sec_h)*0.5,mod_h-hn_sec_t2*0.5nsel,r,loc,z,nsel,r,loc,x,nsel,r,loc,y,0,mod_h-hn_sec_t2*0.5cm,N_load,nodeallsel,allwpcsys,-1,0 !cmsel,s,N_load,node!*get,Nnod,node,0,count!*Dim,Nodes,array,Nnod!*get,Nd,node,0,num,min!*do,I,1,Nnod,1! Nodes(I)=Nd! F,Nd,FZ,-11000!2

23、000-20000! Nd=NDNEXT(Nd)!*ENDDO!SFTRAN!allsel,all!wpcsys,-1,0!/sol!cnvtol,f,0.05,2 !定义收敛条件，使用缺省的VALUE!nsubst,50 !定义子步数!outres,all,all !输出每一子步的结果!autots,1 !打开自动时间步控制!lnsrch,1 !打开线性搜索!ncnv,2 !如果不收敛时结束而不退出!neqit,50 !每一子步中方程的迭代次数限值!pred,on !打开预测器!ANTYPE,0!NLGEOM,1!NSUBST,100,0,0!OUTRES,ERASE!OUTRES,ALL,LAST!AUTOTS,-1.0!PSTRES,1!TIME,20