钢混凝土组合柱子ANSYS分析建模命令流

!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 = 1000 !长度!混凝土板厚度尺寸con_sec_t = 120 !(修改）!模型整体尺寸mod_h = 3000 !模型的高mod_w1 = 640 !模型横向宽度 原3000mod_w2 = 5100 !模型纵向宽度!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,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,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*ELSExtemp=0.0001*2*i/1.58e-3x=0.0001*2*iy=xtemp*26.1/(1.13*(xtemp-1)*(xtemp-1)+xtemp)*ENDIFtbpt,x,y*enddo tbpt,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 ？mkintbdata,235,2000tbpl,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,1,3,0.0089,90,90,3,0.007819rmore,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_t1,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,0.05,7651.1,0.06,8457.1,0.07,9201.7rmore,0.08,9896.9,0.09,10551.2,0.1,11170.8rmore,0.2,16154.6,0.3,19890.4,0.4,22932.2rmore,0.5,25506.4,0.6,27734.7,0.7,29692.3rmore,0.8,31430.3,0.9,32985.4,1,34385.1rmore,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wpoffs,-(mod_w1+hw_sec_w*0.5),-mod_w2*0.5,0 wprota,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_sec_t2*0.5 asbw,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*0.5 blc4,-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)*0.5wprota,-90 !(positive 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,allasel,all !切割梁wpcsys,-1,0wpoffs,-mod_w1,-(mod_w2+hn_sec_w)*0.5,mod_h-hn_sec_t2*0.5 wpro,90wpro,90wpoffs,-hn_sec_w*0.5asbw,allwpoffs,hn_sec_wasbw,allaptn,all!混凝土板wpcsys,-1,0csys,4 !在局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*0.5 wpro,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,VOLU asel,invertcm,gangjiegou,areawpcsys,-1,0wpoffs,-mod_w1,-(mod_w2+hn_sec_h)*0.5,mod_h-hn_sec_t2*0.5 asel,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*0.5 asel,r,loc,y,hw_sec_w*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,areaAATT, 2, 2, 2, 0, !柱子腹板cmsel,s,hwall,areacmsel,u,hwsect1,areaAATT, 2, 4, 2, 0, !柱子翼缘!钢结构网格cmsel,s,gangjiegou,areaESIZE,gridding,0,AMESH,allnummrg,all!选钢筋切体wpcsys,-1,0allsel,allKWPAVE, 33wpoffs,-20vsbw,allwpcsys,-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,0cm,ltemp1,linecmsel,s,ltemp,line*do,i,1,mod_w1/steelbar,1lsel,r,loc,x,i*steelbarcmsel,a,ltemp1,linecm,ltemp1,linecmsel,s,ltemp,line*enddocmsel,s,ltemp1,lineLATT,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,s,loc,xnsel,r,loc,y,0,-(mod_w2-hw_sec_w)*0.5 !1400nsel,r,loc,z,mod_h-0.001,mod_h+0.001cm,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(nod0)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,ojd,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) !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*0.5nsel,r,loc,y,-(mod_w2+hw_sec_w)*0.5 ,-(mod_w2-hw_sec_w)*0.5 !1400nsel,r,loc,z,mod_h-0.001,mod_h+0.001cm,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,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,-1,0 nsel,s,loc,z, D,all, , , , , ,ALL, , , , , !AC