基于ANSYS的钢筋混凝土粘结滑移建模命令流
钢管混凝土ansys命令流
碳纤维加固桥梁结构的健康监测摘要：提出了一种针对老化桥梁的健康监测的可靠性方法。
首先, 根据桥梁的类型提出了临界失效标准。
然后基于这些标准定义安全界限。
假定大量的失效标准是正态分布的随机变量。
基于这样的假设,基本可靠性指标和基本失效概率为每个关键失效模式估计。
已经发现基本失效概率值,桥梁系统失效概率值按这段时间考虑计算。
最后,用系统失效概率来获得桥梁系统的可靠性指标。
系统的可靠性指数用来表达的桥梁在使用期间的状况较为片面。
选择斯里兰卡国家铁路桥网络的一座铁路桥梁作为一个案例研究来说明该可靠度程序。
对于这座桥,失效的最重要的形式是疲劳和腐蚀。
应用程序的建议方法表明,桥梁在现有负载的情况下的现状是令人满意的。
对可靠性的预测,不是为了抵御破坏,而是一种对基础设施管理进行有效的积极的健康监测方式。
关键字：碳纤维结构健康监测状态评估维护可靠性指标失效概率1、介绍在当今迅速变化的世界中,人类的生活质量和国家经济发展依赖于基础设施的数量、质量、和有效性]1[。
在世界各国，民用基础设施通常是需要维护的,康复,或更换的]2[。
特别是对基础设施构成一个相当大的投资的高速公路和相关的地面运输系统，直接影响到一个国家的工业产值。
目前大多数桥梁养护策略基于由桥梁检查员在不同时间间隔进行的视觉检查]3[。
由于人类检测取决于个人检查员,其结果存在一定程度的不确定性。
因此,绝对的依赖检验报告是不可靠的，而且可能导致错误的决策和桥梁拥有者的高维护成本。
基于桥梁的剩余使用寿命维护成本的优化。
另一方面,桥梁的检查员发现结构和非结构化缺陷,破坏和恶化过程的能力不应该被忽视。
事实上,人类经验应该被纳入维护决策,但要有足够的主观的知识。
只在那时,任何可接受的战略才能成为可能。
当前桥梁结构健康监测方法存在许多缺点和普遍的不确定性。
对结构健康监测和桥梁维护的知识不足造成由于频繁的维护活动,不可预见的桥梁损害,和偶然的桥梁失效引起的重大的经济损失。
ANSYS工程结构数值分析---命令流实例
!------------------------------------------------------!EX8.26 钢筋混凝土简支梁数值分析!分离式模型,关闭压碎,keyopt(1)=0,keyopt(7)=1 !力加载,位移收敛准则，误差1.5%,1/4模型分析!--------------------------------------------finish/clear/config,nres,2000/prep7!1.定义单元与材料性质--------------------et,1,solid65,,,,,,,1 !K1=0,k7=1et,2,link8mp,ex,1,13585mp,prxy,1,0.2fc=14.3ft=1.43tb,concr,1tbdata,,0.5,0.95,ft,-1tb,miso,1,,11tbpt,,0.0002,fc*0.19tbpt,,0.0004,fc*0.36tbpt,,0.0006,fc*0.51tbpt,,0.0008,fc*0.64tbpt,,0.001,fc*0.75tbpt,,0.0012,fc*0.84tbpt,,0.0014,fc*0.91tbpt,,0.0016,fc*0.96tbpt,,0.0018,fc*0.99tbpt,,0.002,fctbpt,,0.0033,fc*0.85mp,ex,2,2.0e5mp,prxy,2,0.3tb,biso,2tbdata,,300,0pi=acos(-1)r,1,0.25*pi*22*22r,2,0.25*pi*22*22/2r,3,0.25*pi*10*10r,4,0.25*pi*10*10/2!2.创建几何模型blc4,,,150/2,300,2000/2*do,i,1,9wpoff,,,100vsbw,all*enddo wpcsys,-1 wpoff,,,50 vsbw,all wpcsys,-1 wprota,,-90 wpoff,,,30 vsbw,all wpoff,,,240 vsbw,all wpcsys,-1 wpoff,30 wprota,,,90 vsbw,all wpcsys,-1!3.划分钢筋网格elemsiz=50 lsel,s,loc,x,30 lsel,r,loc,y,30 cm,zj,linelatt,2,1,2 lesize,all,elemsiz lsel,s,loc,x,75 lsel,r,loc,y,30 cm,zjb,line latt,2,2,2 lesize,all,elemsiz lsel,s,loc,x,30 lsel,r,loc,y,270 cm,jlj,linelatt,2,3,2 lesize,all,elemsiz lsel,s,tan1,z lsel,r,loc,y,30,270 lsel,r,loc,x,30,70 lsel,u,loc,z,50 cm,gj,linelatt,2,3,2 lesize,all,elemsiz lsel,s,loc,z,0 lsel,r,loc,y,30,270 lsel,r,loc,x,30,70 cm,gjb,line latt,2,4,2lesize,all,elemsizlsel,allcmsel,s,zjcmsel,a,zjbcmsel,a,jljcmsel,a,gjcmsel,a,gjbcm,gj,linelmesh,alllsel,all!4.划分混凝土网格vatt,1,,1mshkey,1esize,elemsizvmesh,allallsel,all!5.施加荷载和约束lsel,s,loc,y,0lsel,r,loc,z,900dl,all,,uyasel,s,loc,z,0da,all,symmasel,s,loc,x,75da,all,symm!-----------------p0=180000q0=p0/150/100asel,s,loc,z,0,50asel,r,loc,y,300sfa,all,1,pres,q0allsel,all!6.求解控制设置/soluantype,0nsubst,80outres,all,allautos,onneqit,50cnvtol,u,,0.015solve!7.进入POST1查看结果/post1set,lastesel,s,type,,2etable,saxl,ls,1plls,saxl,saxlesel,s,type,,1/device,vector,onplcrackeall!8.进入时程后处理/post26nsol,2,205,u,yprod,3,1,,,,,,p0/1000prod,4,2,,,,,,-1xvar,4plvar,3!EX2.6D 60kg/m钢轨实体建模FINISH/CLEAR/PREP7!1.定义参数H1=30.5H2=48.5H3=48.5B1=45.75B2=29.25B3=16.5B4=36.5B5=10XD1=1/3XD2=1/9XD3=1/3XD4=1/20R0=400R1=2R2=4R3=40R4=20R5=25R7=13R8=80R9=300R10=2FAI=43H=H1+2*H2+H3!2.创建轨底主要组成部分的线K,1K,2,B1+B2K,3,B1+B2,H1-B1*XD1-B2*XD2K,4,B1,H1-B1*XD1K,5,0,H1*DO,I,1,4L,I,I+1*ENDDO!3.计算确定轨头下三个圆弧的位置CTA=A TAN(XD3)BTA=(90-FAI)*ACOS(-1)/180-CTAA=1/TAN(CTA)C1=B3/2+R0-R6*SIN(CTA)-(R5-R6)*COS(BTA)C2=R5*SIN(BTA)+R6*COS(CTA)-R6*SIN(BTA)-H2C=(C1-C2/TAN(CTA))/(R0-R5)C3=A*C-SQRT(A*A-C*C+1)C3=C3/(A*A+1)REFA=ASIN(C3)C1=R6*SIN(CTA)+(R5-R6)*COS(BTA)+(R0-R5)*COS(REFA) !4.创建轨腰和轨头结构线ROUX=B3/2+R0-C1ROUY=ROUX*TAN(CTA)ANGI=ASIN((H1+H2)/R0)K,6,B3/2+R0-R0*COS(ANGI)K,7,B3/2+R0-R0*COS(REFA),H1+H2+R0*SIN(REFA) LARC,6,7,2,R0DX1=R6*(COS(BTA)-SIN(CTA))DY1=R6*(COS(CTA)-SIN(BTA))K,8,ROUX-DX1,H1+2*H2+ROUY-DY1K,9,ROUX,H1+2*H2+ROUYLARC,7,8,2,R5LARC,8,9,2,R6K,10,B4,H1+2*H2+B4*XD3K,11,B4-(H3-B4*XD3)*XD4,HL,9,10L,10,11ANGI=ASIN(B5/R9)K,12,0,HK,13,B5,H-(R9-R9*COS(ANGI)) LARC,12,13,1,R9DX1=B4-B5+R8*SIN(ANGI)ANGI1=ASIN(DX1/R8)Y1=R8*COS(ANGI)-R8*COS(ANGI1) K,14,B4,KY(13)-Y1LARC,13,14,1,R8!5.倒角或弧线连接LFILLT,1,2,R1LFILLT,2,3,R2LFILLT,3,4,R3LPTN,4,5LFILLT,17,18,R4LFILLT,8,9,R10LPTN,9,11LFILLT,20,22,R7LDELE,15,16,1,1LDELE,19,21,2,1LSYMM,X,ALLNUMMRG,ALLNUMCMP,ALLAL,ALLASUMVOFFST,1,300!EX2.9B 斜向圆台建模finish/clear/prep7r0=3r1=2h=4cyl4,,,r0wpoff,r1,,hcyl4,,,r1*do,i,1,4askin,i,i+4*enddova,all!斜向延伸创建圆台vgen,1,1,,,,3*r0,,,,1wpcsyscyl4,,,r0vext,7,,,r1,,h,r1/r0,r1/r0!EX2.9B 已知函数方程时的建模!玫瑰线1==================================== !极坐标方程为ρ=asin(4Φ/3)finish/clear/prep7a=20csys,1*do,i,0,360*3fei=i*acos(-1)/180r0=a*sin(fei*4/3)k,,r0,i*enddo*do,i,1,360*3l,i,i+1*enddo!玫瑰线2=================================== !极坐标方程为ρ=asin(4Φ)finish/clear/prep7a=20csys,1*do,i,0,360fei=i*acos(-1)/180r0=a*sin(fei*4)k,,r0,i*enddo*do,i,1,360l,i,i+1*enddo!长辐圆内旋轮线============================ !参数方程x=(a-b)cost+λcos(a-b)/bt!参数方程y=(a-b)sint-λsin(a-b)/btfinish/clear/prep7a=50b=5lmda=15*afun,deg*do,i,0,360x1=(a-b)*cos(i)+lmda*cos((a-b)/b*i)y1=(a-b)*sin(i)-lmda*sin((a-b)/b*i)k,,x1,y1*enddo*do,i,1,360l,i,i+1*enddo!椭圆抛物面================================ !方程为z=x*x/a/a+y*y/b/b!使用蒙皮方法finish/clear/prep7a=20b=10n=20*do,i,1,niz=i/10lsel,nonewpoff,,,izcyl4,,,1adele,alllsscale,all,,,a*sqrt(iz),b*sqrt(iz),,,,1*enddoallsel*do,i,1,4*(n-1),4askin,i,i+4askin,i+1,i+5askin,i+2,i+6askin,i+3,i+7*enddo!EX2.9C 旋转图素建模!类花瓶建模--------------------finish/clear/prep7K,1K,2,100K,3,300,400K,4,150,550k,5,130,880K,6,300,1150k,7,400,1100k,8,500,1150bsplin,allk,1001,,1000arotat,all,,,,,,1,1001,360,5!类轮建模----------------------finish/clear/prep7!先创建类轮结构的一个断面，然后旋转之blc4,,,4,6cyl4,2,6,1.5asba,1,2k,100,-3k,101,-3,10vrotat,all,,,,,,100,101!EX3.1 自定义箱形截面finish/clear/prep7k,1k,2,2k,3,2,2.2k,4,3,2.3k,5,3,2.5k,6,0,2.5a,1,2,3,4,5,6blc4,,0.2,1.7,2asba,1,2wpoff,1.7wprota,,,90asbw,allwpoff,,,0.3asbw,allwpoff,,0.2wprota,,90asbw,allwpoff,,,-2asbw,allarsym,x,allwpcsysaglue,allet,1,plane82lesize,all,,,1amesh,allsecwrite,myboxfinish/clear/prep7et,1,beam189mp,ex,1,3.0e10mp,prxy,1,0.167sectype,1,beam,mesh secread,mybox,,,meshk,1k,2,10k,100,5,5l,1,2lesize,all,,,20latt,1,,1,,100,,1lmesh,all/eshape,1Eplot!EX3.2 自定义多种材料截面finish/clear/prep7Ro=1.5Ri=1.0csys,1cyl4,,,ricyl4,,,roaptn,allwprota,,90asbwa,allwprota,,,90asbw,allwpcsyset,1,plane82mymat1=4mymat2=7mp,ex,mymat1,1.0mp,ex,mymat2,2.0asel,s,loc,x,0,riaatt,mymat1,,1asel,s,loc,x,ri,roaatt,mymat2,,1allselesize,0.25mshape,0,2dmshkey,1amesh,allsecwrite,mycsolid,sectfinish/clear/prep7et,1,beam189mym1=4mym2=7mp,ex,mym1,3.0e10mp,prxy,mym1,0.167 mp,ex,mym2,2.1e11mp,prxy,mym2,0.3 sectype,1,beam,mesh secread,mycsolid,sect,,mesh k,1k,2,,,10l,1,2lesize,all,,,20latt,,,1,,,,1lmesh,all/eshape,1/pnum,mat,1eplot!EX3.3A 单个方位关键点示例FINISH/CLEAR/PREP7ET,1,BEAM189MP,EX,1,2.1E5MP,PRXY,1,0.3SECTYPE,1,BEAM,ISECDATA,100,40,160,10,10,8K,1K,2,,,1000L,1,2K,100,,500,500LATT,1,,1,,100,,1LGEN,4,1,,,500LESIZE,ALL,,,10LMESH,ALL/ESHAPE,1EPLOT!EX3.3B 同时使用KB和KE方位关键点示例FINISH/CLEAR/PREP7ET,1,BEAM189MP,EX,1,2.1E5MP,PRXY,1,0.3SECTYPE,1,BEAM,ISECDATA,100,40,160,10,10,8L0=1000DL=500DXC=400K,1K,2,,,L0L,1,2K,100,,DLK,200,DXC,-DLK,300,2*DXC,DLK,301,2*DXC+DLK,400K,500,8*DXCLGEN,5,1,,,DXCLATT,1,,1,,100,,1LSEL,S,,,2LATT,1,,1,,200,,1LSEL,S,,,3LATT,1,,1,,300,301,1LSEL,S,,,4LATT,1,,1,,400,,1LSEL,S,,,5LATT,1,,1,,500,,1LSEL,ALLLESIZE,ALL,,,50LMESH,ALL/ESHAPE,1EPLOT!EX3.3C 双方位关键点翻转示例FINISH/CLEAR/PREP7ET,1,BEAM189MP,EX,1,2.1E5MP,PRXY,1,0.3SECTYPE,1,BEAM,I SECDATA,100,40,160,10,10,8L0=1000DL=500DXC=400K,1K,2,,,L0K,3,DXCK,4,DXC,,L0/2K,5,DXC,,L0L,1,2L,3,4L,4,5K,100,,DLk,101,,-DLK,200,DXC,DLk,201,2*DXCK,202,DXC,-DLLATT,1,,1,,100,101,1lesize,all,,,100LSEL,S,,,2LATT,1,,1,,200,201,1lesize,all,,,50LSEL,S,,,3LATT,1,,1,,201,202,1lesize,all,,,50LSEL,ALLLMESH,ALL/ESHAPE,1EPLOT!EX3.4A 两种单元形状和两种网格划分比较finish/clear/prep7et,1,plane82k,1k,2,8k,3,7,6k,4,1,6a,1,2,3,4esize,1mshape,0mshkey,0!mshape,0!mshkey,1!mshape,1!mshkey,0!mshape,1!mshkey,1amesh,all!EX3.4B 中间节点位置控制网格划分比较finish/clear/prep7cyl4,,,4,,8,60lesize,all,,,2mshape,0mshkey,1mshmid,0!mshmid,1!mshmid,2amesh,all!EX3.5 线上单元尺寸设置示例!下边密上边稀finish/clear/prep7et,1,plane82blc4,,,10,10lsel,s,tan1,ylesize,all,,,10lsel,s,loc,x,0lesize,all,,,9,1/8lsel,s,loc,x,10lesize,all,,,9,8lsel,allmshape,0mshkey,1amesh,all!中间密外边稀finish/clear/prep7et,1,plane82blc4,,,10,10lsel,s,tan1,ylesize,all,,,10,-1/5lsel,s,tan1,xlesize,all,,,9,-1/8lsel,allmshape,0mshkey,1amesh,all!EX3.6 合并线和连接线以进行映射网格划分finish/clear/prep7et,1,plane82k,1,5k,2,10k,3,11,6k,4,6,15k,5,-1,8k,6,,4l,1,2l,2,3l,3,4larc,4,5,3,10l,5,6l,6,1al,allesize,3mshape,0mshkey,1lccat,1,2lcomb,4,5amesh,all!EX3.7 合并线或连接线的网格划分设置finish/clear/prep7et,1,plane82k,1,5k,2,10k,3,11,6k,4,6,15k,5,-1,8k,6,,4l,1,2l,2,3l,3,4larc,4,5,3,10l,5,6l,6,1al,allesize,,10lesize,6,,,8lesize,1,,,4lesize,2,,,3lesize,4,,,5lesize,5,,,2mshape,0mshkey,1lcomb,1,2!lccat,1,2!如采用lcatt,1,2则采用7个划分数lcomb,4,5amesh,all!EX3.7B 简化映射网格划分finish/clear/prep7et,1,plane82k,1,5k,2,10k,3,11,6k,4,6,15k,5,-1,8k,6,,4l,1,2l,2,3l,3,4larc,4,5,3,10l,5,6l,6,1al,allesize,,6mshape,0amap,1,2,5,3,4!EX3.8A 过渡四边形映射网格finish/clear/prep7k,1k,2,10,-1k,3,8,6k,4,1,3a,1,2,3,4lesize,1,,,8lesize,3,,,3lesize,4,,,7lesize,2,,,2mshape,0,2dmshkey,1amesh,all!EX3.8B 过渡四边形映射网格finish/clear/prep7et,1,plane42k,1k,2,10,-1k,3,8,6k,4,1,3a,1,2,3,4lesize,1,,,11lesize,3,,,3lesize,4,,,2lesize,2,,,2mshape,0,2dmshkey,1amesh,all!EX3.9A 过渡六面体映射网格划分finish/clear/prep7et,1,95blc4,,,8,8,8lesize,all,,,3lesize,5,,,15allselmshape,0,3dvmesh,all!EX3.9B 过渡六面体映射网格划分finish/clear/prep7et,1,95blc4,,,8,8,8lesize,all,,,4lesize,7,,,12mshape,0,3dmshkey,1vmesh,all!EX3.9C 过渡六面体映射网格划分finish/clear/prep7et,1,95blc4,,,8,8,8lsel,s,,,1,8,7lesize,all,,,6lsel,s,,,2,7,5lesize,all,,,3lsel,s,,,4,5lesize,all,,,7lsel,s,,,3,6,3lesize,all,,,2lsel,s,,,9,12,1lesize,all,,,5allselmshape,0,3dmshkey,1vmesh,all!EX3.9D 过渡六面体映射网格划分finish/clear/prep7et,1,95blc4,,,8,8,8lesize,2,,,2lesize,4,,,2lesize,5,,,2lesize,1,,,3lesize,3,,,3lesize,7,,,6lesize,6,,,7lesize,11,,,7lesize,9,,,3lesize,10,,,3lesize,12,,,3allselmshape,0,3dmshkey,1vmesh,all!EX3.10 带两孔的长方体的扫掠网格划分finish/clear/prep7a=10r=2et,1,mesh200,6et,2,solid45blc4,,,2*a,a,acyl4,a/2,a/2,r,,,,awprota,,90cyl4,1.5*a,a/2,r,,,,-avsbv,1,2vsbv,4,3wprota,,,90wpoff,,,a/2vsbw,allwpoff,,,a/2vsbw,allwpoff,,,a/2vsbw,allwpcsyswpoff,,a/2,a/2vsbw,allwprota,,90vsbw,allwpcsysesize,1amap,105,15,16,26,63amap,107,16,13,60,26amap,108,13,14,28,60amap,103,15,14,28,63lesize,94,,,4lesize,79,,,5vsel,s,loc,x,0,avsweep,allasel,s,loc,y,aasel,r,loc,x,a,2*alccat,2,45lccat,57,71lccat,68,78lccat,65,72mshape,0,2dmshkey,1amesh,allvsel,s,loc,x,a,2*avsweep,allallsel/view,1,1,2,3Eplot!EX3.11 拉伸类命令生成体单元网格finish/clear/prep7et,1,82et,2,95blc4,,,4,4blc4,6,,4,4blc4,12,,4,4blc4,18,,4,4esize,1amesh,allesize,,8vrotat,1,,,,,,1,4,90vext,2,,,,,10,0.5,0.5voffst,3,10vdrag,4,,,,,,35!EX3.12 圆的网格划分finish/prep7et,1,plane82r0=10cyl4,,,r0cyl4,3*r0,,,,r0 wprota,,90asbw,allwprota,,,90asbw,allwpoff,,,3*r0asbw,allwpcsys,-1asel,s,loc,x,-r0,r0lsla,slesize,all,,,8mshape,0,2dmshkey,1amesh,allallselasel,s,loc,x,2*r0,4*r0 lesize,all,,,8lsel,r,length,,r0lesize,all,,,8,0.1,1 amesh,allallsel!EX3.13 圆环的网格划分finish/clear/prep7et,1,plane82r0=10cyl4,,,r0/3,,r0,90cyl4,2*r0,,r0/10,,r0,90 asel,s,loc,x,-r0,r0lsla,slesize,all,,,8lsel,r,length,,r0*2/3 lesize,all,,,3,,1 mshape,0,2dmshkey,1amesh,allasel,s,loc,x,2*r0,4*r0lesize,5,,,12lesize,7,,,6lsel,s,length,,r0*9/10lesize,all,,,7amesh,all!EX3.14 圆柱面和圆柱体的网格划分!圆柱面finish/clear/prep7r0=10h0=50et,1,shell63cyl4,,,r0adele,1cm,l1cm,linek,50k,51,,,h0l,50,51adrag,l1cm,,,,,,5lsel,s,loc,z,0lesize,all,,,6lsel,s,length,,h0lesize,all,,,8mshape,0,2dmshkey,1amesh,all!圆柱体finish/clear/prep7r0=10h0=50et,1,solid95cyl4,,,r0,,,,h0wprota,,90vsbw,allwprota,,,90vsbw,allmshape,0,3dmshkey,1lsel,s,loc,z,0lsel,s,length,,h0lesize,all,,,8vmesh,all!EX3.15 圆锥的网格划分!扫掠网格划分finish/clear/prep7cone,10,,,15,,90et,1,200,7et,2,95lsel,s,,,5,6lesize,all,,,12,0.5lsel,alllesize,3,,,6mshape,0,2dmshkey,1amesh,3vsweep,1,3,4vsymm,x,allvsymm,y,allvglue,all!六面体映射网格划分finish/clear/prep7cone,10,,,15,,90et,2,95lesize,all,,,8mshape,0,3dmshkey,1vmesh,allvsymm,x,allvsymm,y,allvglue,all!EX3.16 正多边形面的通用网格划分finish/clear/prep7ns=11rpr4,ns,,,10kp0=100+nsk,kp0*if,mod(ns,2),eq,0,then*do,i,1,ns/2l,kp0,2*i-1*enddo*else*do,i,1,nsl,kp0,i*enddo*endiflsel,s,,,ns+1,2*nscm,l1cm,lineallselasbl,1,l1cm*if,mod(ns,2),eq,0,then cmsel,s,l1cmlesize,all,,,8lsel,invelesize,all,,,4*elselesize,all,,,8*endifallselmshape,0mshkey,1amesh,all!EX3.17 球体及球面网格划分finish/clear/prep7r0=10sphere,,r0,,90vsbw,allvdele,2,,,1esize,2et,1,solid95mshape,0,3dmshkey,1vsymm,x,all vsymm,y,all vsymm,z,allvglue,allfinish/clear/prep7r0=10sphere,,r0,,90 vsbw,allvdele,2,,,1vdele,allasel,s,loc,x,0asel,a,loc,y,0asel,a,loc,z,0adele,all,,,1allselesize,2et,1,shell63 mshape,0,2d mshkey,1amesh,allarsym,x,allarsym,y,allarsym,z,all nummrg,all!EX3.18 孔板网格划分finish/clear/prep7a0=300b0=800r0=15blc4,,,a0,b0cyl4,a0/4,b0/8,r0 agen,2,2,,,a0/2 agen,2,2,3,1,,b0/8 agen,2,2,5,1,,b0*5/8 asel,s,,,2,9,1cm,a2cm,areaallselwprota,,-90*do,i,1,5wpoff,,,b0/16asbw,all*enddowpoff,,,b0*5/16*do,i,1,5wpoff,,,b0/16asbw,all*enddowprota,,,90*do,i,1,3wpoff,,,a0/4asbw,all*enddowpcsys,-1numcmp,alllsel,s,radius,,r0lesize,all,,,8lsel,invelesize,all,,,4lsel,allet,1,82mshape,0,2dmshkey,1asel,u,loc,y,b0/16,b0*5/16 asel,u,loc,y,b0*11/16,b0*15/16 lsla,slsel,r,tan1,xlesize,all,50,,,,1amesh,allallselamap,21,30,31,54,62 amap,22,31,32,54,64 amap,32,29,30,62,76 amap,33,29,32,64,76amap,42,34,35,76,82 amap,43,35,36,76,84 amap,41,33,34,53,82 amap,44,33,36,53,84amap,19,22,23,49,64 amap,20,23,24,49,60 amap,9,21,22,64,74 amap,31,21,24,60,74amap,38,26,27,74,84 amap,39,27,28,74,80 amap,37,25,26,50,84 amap,40,25,28,50,80amap,17,14,15,43,59 amap,18,15,16,43,63 amap,7,13,14,59,73 amap,8,13,16,63,73amap,34,18,19,73,79 amap,30,17,18,79,44 amap,35,19,20,73,83 amap,36,17,20,44,83amap,15,6,7,39,63amap,16,7,8,39,58amap,4,6,5,63,71amap,5,5,8,58,71amap,27,10,11,71,83 amap,28,11,12,71,78 amap,26,9,10,83,40 amap,29,9,12,40,78!EX3.19 角支架的网格划分finish/clear/prep7blc4,,,150,50blc4,100,,50,-50cyl4,,25,25cyl4,125,-50,25aadd,allnumcmp,allcyl4,,25,10cyl4,125,-50,10 asel,s,,,2,3cm,a1cm,area asel,allasba,1,a1cm lcomb,1,6lfillt,1,2,20 asbl,4,6adele,1,,,1lfillt,3,4,20al,18,19,20 aadd,all numcmp,all!---------------------- wprota,,90 wpoff,,,-25 asbw,all wpoff,,,75 asbw,all wprota,,,90 asbw,all wpoff,,,125 asbw,all wpcsys,-1 wpoff,25 wprota,,,90 asbw,all kwpave,18 asbw,all kwpave,3 wprota,,90 asbw,all kwpave,21 wprota,,-45 asbw,8 wpcsys,-1!-------------------- et,1,plane82 mshape,0,2d mshkey,1 esize,6lesize,33,,,6 lesize,37,,,6 lesize,42,,,6amesh,3,5,2amap,6,9,10,4,23amap,7,9,12,1,23amesh,11,13,2amesh,1,9,8amesh,2,4,2amap,16,3,18,26,28amap,12,14,15,5,28amap,15,13,14,6,28lcomb,19,22lcomb,27,46amesh,10,14,4!========================= !EX3.20 大板小孔的网格划分A finish/clear/prep7a0=100blc4,,,a0,a0cyl4,,,a0/100asba,1,2csys,1k,50,a0/20k,51,a0/20,90l,50,51asbl,all,1wprota,,90,45asbw,allet,1,plane82mshape,0,2dmshkey,1lsel,s,loc,x,0,a0/20lesize,all,,,8lsel,alllesize,7,,,12,0.1lesize,8,,,12,0.1lesize,9,,,12,10amesh,allcsys,0arsym,x,allarsym,y,allnummrg,all!============================= !EX3.20 大板小孔的网格划分Bfinish/clear/prep7a0=100blc4,,,a0,a0cyl4,,,a0/100asba,1,2csys,1k,50,a0/20k,51,a0/20,90l,50,51asbl,all,1et,1,plane82mshape,0,2dmshkey,1lesize,5,,,8lesize,1,,,10lesize,4,,,8,5lesize,6,,,8,5amesh,1lesize,7,,,20,0.1lesize,8,,,20,0.1amap,2,50,51,2,4csys,0arsym,x,allarsym,y,allnummrg,all!EX3.21 Z形面网格划分及局部细分finish/clear/prep7blc4,,,15,10blc4,10,6,14,12aadd,allwprota,,-90wpoff,,,6asbw,allwpoff,,,4wprota,,,90wpoff,,,10asbw,allwpoff,,,5asbw,allwpcsys,-1et,1,82esize,2mshape,0,2dmshkey,1amesh,allkrefine,9,10,1,1,,off !不光滑处理（节点位置不变）aclear,allamesh,allkrefine,9,10,1,1,,smooth !光滑处理，节点位置可改变，但既有单元不删除aclear,allamesh,allkrefine,9,10,1,1 !光滑处理，可删除既有单元重细分，节点位置改变!EX3.22 分布小孔环形面的网格划分finish/clear/prep7r1=15r2=25r3=3n=8cyl4,,,r1,,r2,180/ncyl4,0.5*(r1+r2),,r3asba,1,2kl,2larc,6,8,4,0.5*(r1+r2)asbl,all,4lesize,4,,,4lesize,10,,,4lesize,6,,,8lesize,3,,,6lesize,8,,,4lesize,5,,,8lesize,9,,,4lesize,7,,,4et,1,plane82mshape,0,2damap,2,6,7,4,8amap,1,5,6,8,1!lrefine,5,6,1,1,smootharsym,y,allcsys,1agen,n,all,,,,360/nnummrg,all!EX3.23 同心圆轴体的网格划分finish/clear/prep7cylind,50,0,100,150cylind,40,0,200,250cylind,30,0,100,250cylind,20,0,50,250cylind,10,0,0,250vptn,allwprota,,,90vsbw,allwprota,,90vsbw,allet,1,95csys,1lsel,s,length,,50lesize,all,,,5lsel,invelsel,u,radius,,10,50lesize,all,,,4n1=6n2=6n3=8n4=10n5=12lsel,r,loc,x,0,10lesize,all,,,n1,,1lsel,s,radius,,10lesize,all,,,n1lsel,s,radius,,20lsel,s,radius,,30lesize,all,,,n3lsel,s,radius,,40lesize,all,,,n4lsel,s,radius,,50lesize,all,,,n5allselmshape,0,3dmshkey,1vmesh,all!EX3.24A 圆柱与长方体组合模型的网格划分!采用六面体映射网格划分finish/clear/prep7a0=30h1=15h2=25r0=7blc4,,,a0/2,a0/2,h1cyl4,,,r0,,,90,h1+h2vptn,allaccat,4,6et,1,95esize,3mshape,0,3dmshkey,1vmesh,allasel,s,accaadele,alllsel,s,lccaldele,allallselvsymm,x,allvsymm,y,allnummrg,all!EX3.24B 圆柱与长方体组合模型的网格划分!采用过渡六面体映射网格划分finish/cleara0=30h1=15h2=25r0=7blc4,,,a0/2,a0/2,h1cyl4,,,r0,,,90,h1+h2vptn,alllsel,s,radius,,r0lsel,a,length,,r0lesize,all,,,6lsel,s,loc,z,0lsel,a,loc,z,h1lesize,all,,,7asel,s,loc,x,a0/2asel,a,loc,y,a0/2accat,allallselet,1,95esize,3mshape,0,3dmshkey,1vmesh,allasel,s,accaadele,alllsel,s,lccaldele,allallselvsymm,x,allvsymm,y,allnummrg,all!EX3.25-任意圈数圆柱形螺旋弹簧的扫略网格划分FINISH/CLEAR/PREP7!1.定义弹簧参数（同上）D=4C=8DZ=C*DT=DZ/6N=4.7*IF,T,LT,D,THEN*ENDIFTKPD=90!2.创建全部螺旋线CSYS,1TDEG=N*360TDEG1=MOD(TDEG,TKPD) N0=(TDEG-TDEG1)/TKPD+1 *AFUN,DEG*DO,I,1,N0CTA=(I-1)*TKPDZ=T/360*CTAK,I,DZ/2,CTA,Z*ENDDO*IF,TDEG1,LT,1.0E-2,THEN *ELSEN0=N0+1CTA=CTA+TDEG1Z=T/360*CTAK,N0,DZ/2,CTA,Z*ENDIF*DO,I,1,N0-1L,I,I+1*ENDDOCM,L1,LINE!3.在螺旋线端部创建簧丝截面CSYS,0WPOFF,DZ/2 WPROTA,,90CYL4,,,D/2wprota,,90asbw,allwprota,,,90asbw,allcm,a1cm,areaVDRAG,a1cm,,,,,,L1et,1,mesh200,7et,2,solid95cmsel,s,a1cmlsla,slesize,all,,,6amesh,allallselesize,d/2vsweep,all!EX3.26 具坑缺陷圆柱的网格划分finish/clear/prep7l0=50r0=10r1=5r2=1h0=5et,1,solid45cyl4,,,r0,,,,l0wpave,0,r0,l0/2wprota,,90con4,,,r1,r2,h0vsbv,1,2wprota,,90vsbw,allwpoff,,,r1+3vsbw,allwpoff,,,-2*(r1+3)vsbw,allwprota,,,90vsbw,allwpoff,,,r1+1vsbw,allwpoff,,,-2*(r1+1)vsbw,allwpcsys,-1wprota,,90vsbw,allwpoff,,,-r1vsbw,allwpoff,,,2*r1vsbw,allwpcsys,-1numcmp,allksel,s,loc,z,l0/2ksel,r,loc,x,0ksel,u,loc,y,0*get,kp1,kp,0,num,min kp2=kpnext(kp1) ksel,s,loc,z,l0/2+r2*get,kp3,kp,0,num,min allselk,1000,,-r0,l0/2+5l,kp3,1000asel,none*get,l1,line,0,num,max arotat,l1,,,,,,kp1,kp2 cm,a1cm,areaallselvsba,all,a1cm!vsel,s,loc,z,17,33!vsel,r,loc,x,-6,6!aslv,s!aplotaccat,128,61accat,160,138 accat,224,202 accat,183,35accat,31,134accat,151,164 accat,215,231 accat,82,195accat,130,5accat,162,145 accat,229,209 accat,192,89accat,12,123accat,117,155 accat,109,219 accat,14,178mshape,0,3d mshkey,1esize,1vmesh,all!EX3.27长方体开圆柱槽的网格划分finish/clear/prep7blc5,,,20,10,30wpoff,,5,5cyl4,,,8,,,,10wpoff,,,10cyl4,,,4,,,,12vsel,s,,,2,3cm,v1cm,voluallselwpcsys,-1vsbv,1,v1cmvoffst,15,5voffst,16,3voffst,17,15vptn,allwprota,,,90vsbw,allwpcsys,-1wpoff,,,5vsbw,allwpoff,,,10vsbw,allwpoff,,,12vsbw,allet,1,mesh200,7esize,2mshape,0,2dmshkey,1asel,s,loc,z,30lccat,6,74lccat,8,68amesh,allasel,s,loc,z,0lccat,3,73lccat,1,67amesh,allallselet,2,solid95mshape,0,3dmshkey,1vsweep,all!ex4.1累加节点自由度约束值finish/clear/prep7et,1,beam3k,1k,2,10l,1,2esize,1lmesh,alld,1,ux,1e-2,,,,uyd,1,rotzd,2,alldlistnsel,s,d,u,0,0.1dofsel,s,uydscale,2.5dlistdofsel,alldcum,addd,1,ux,2e-2dlistdcum,ignod,2,uy,1.0dlist!ex4.2 对线施加约束并转换finish/clear/prep7et,1,95blc4,,,10,10,10dl,7,,ux,0.1dl,5,,alldl,11,6,symmdl,10,6,asymdl,6,,symmdllistesize,2vmesh,alldtrandlist!ex4.3 施加集中荷载与节点坐标系finish/clear/prep7et,1,beam4k,1k,2,5k,3,10l,1,2l,2,3local,12,0,,,,90nrotat,alldk,1,allfk,2,fy,-1000esize,1lmesh,allnrotat,alllplotfk,3,fy,1000f,6,fx,-1000sbctraneplot!ex4.4a 3d单元sf加载示例finish/clear/prep7et,1,95blc4,,,10,10,20esize,,4vmesh,allasel,s,loc,y,10sf,all,pres,1000asel,s,loc,z,20nsla,s,1sf,all,pres,1000!ex4.4b 2d单元sf加载示例finish/clear/prep7et,1,82blc4,,,100,200blc4,30,60,40,80asba,1,2wprota,,-90wpoff,,,60asbw,allwpoff,,,80asbw,allwprota,,,90wpoff,,,30asbw,allwpoff,,,40asbw,allwpcsys,-1esize,5amesh,all/psf,pres,norm,2sf,all,pres,100sfdele,all,presnsel,s,loc,x,0sf,all,pres,100nsel,s,loc,x,15,20esln,s,1nsel,r,loc,x,15sf,all,pres,110nsel,s,loc,x,40,60nsel,r,loc,y,10,30esln,s,1sf,all,pres,100lsel,s,loc,x,100nsll,s,1esln,snsel,s,loc,x,95sf,all,pres,-100eplot!ex4.5 节点号及其荷载函数finish/clear/prep7et,1,45blc4,,,10,10,20esize,5vmesh,all*dim,mypres,,100*do,i,1,100mypres(i)=i*10.0*enddosffun,pres,mypres(1)nsel,s,loc,y,10sf,all,pres,10sflist*do,i,1,100mypres(i)=i*50.0*enddonsel,s,loc,z,20sf,all,pres,0allselsflist!ex4.6a 2d平面单元plane82 finish/clear/prep7et,1,82blc4,,,10,50esize,2amesh,allsfe,1,4,pres,,100,50sfe,6,4,pres,,200,40nsel,s,loc,x,10esln,ssfe,all,2,pres,,-100/psf,pres,norm,2,0,1eplot!ex4.6b 3d体单元solid95 finish/clear/prep7et,1,95blc4,,,10,10,30esize,5vmesh,all/psf,pres,norm,2,0,1sfe,22,3,pres,,100sfe,22,6,pres,,100,110,120,130 sfelist!ex4.6c 3d壳单元shell63 finish/clear/prep7et,1,63wprota,,90blc4,,,10,10esize,5amesh,all/psf,pres,norm,2,0,1sfe,1,1,pres,,100sfe,1,3,pres,,100sfe,1,6,pres,,100sfe,4,1,pres,,100,110,120,130!ex4.7 在梁单元上施加荷载finish/clear/prep7et,1,beam3k,1k,2,10l,1,2esize,,10lmesh,all/pnum,elem,1sfbeam,3,1,pres,50,100 sfbeam,5,1,pres,100 sfbeam,7,1,pres,50,100,,,0.2,0.1sfbeam,9,1,pres,100,,,,0.4,-1sfbeam,3,2,pres,50,100,,,0.2,0.1!ex4.8a 在线上施加面荷载finish/clear/prep7et,1,82blc4,,,10,30esize,5amesh,all/psf,pres,norm,2sfl,4,pres,10,60sfl,2,pres,60sftraneplot!ex4.8b 在线上施加面荷载finish/clear/prep7et,1,shell63wprota,,90blc4,,,10,30esize,5amesh,allsfl,3,pres,100sftraneplot!ex4.9 利用荷载梯度在直角坐标系下的施加方法finish/clear/prep7et,1,82blc4,,,10,60esize,2amesh,all/psf,pres,norm,2sfgrad,pres,,y,0,-5nsel,s,loc,x,0nsel,r,loc,y,0,40sf,all,pres,600sfgrad,pres,,y,30,-20nsel,s,loc,x,10sf,all,pres,0allseleplot!ex4.10利用荷载梯度在柱坐标系下的施加方法finish/clear/prep7csys,1k,1,10,-90k,2,10,90k,3,10,90,30l,1,2l,2,3adrag,1,,,,,,2ldele,2,,,1numcmp,allet,1,63esize,2amesh,allsfgrad,pres,1,y,-90,1sfa,all,2,pres,400sftran!可考察下述命令及其施加方法!①!sfgrad,pres,1,y,270,1sfa,all,2,pres,400sftran!②!local,12,1cscir,12,1sfgrad,pres,12,y,270,1sfa,all,2,pres,400sftran!ex4.11 ldread命令的示例finish/clear/filname,ldtest1/prep7et,1,plane82mp,ex,1,2.1e5mp,prxy,1,0.3blc4,,,10,40esize,2amesh,alld,all,allsfl,3,pres,100/solusolve/post1prrsolfinish/filename,ldtest2/solulsclear,allnsel,s,loc,y,0d,all,allallselldread,reac,,,,,ldtest1,rst solve/post1plnsol,s,y!ex4.12 初应力荷载finish/clear/filname,colu1/prep7et,1,plane82mp,ex,1,2e5mp,nuxy,1,0.3blc4,,,1,10esize,2amesh,allnsel,s,loc,y,0d,all,uyd,1,uxnsel,s,loc,y,10sf,all,pres,-10。
考虑粘结滑移的型钢混凝土结构ANSYS模拟方法研究
结 构数 值模 拟涉 及到 的材 料模 型定 义 、 何模 型建 立 、 筋 单元 生成 、 束 条件 、 结 滑 移 模 拟 、 载控 几 钢 约 粘 加
制、 计算 参数 设定 以及 后处 理等 问题 进行 全 面介绍 ， 型钢 混凝 土构 件 的 ＡＮＳ 为 ＹＳ数值 模拟 提供 参 考．
的材 料 模 型 定义 、 何 模 型 建 立 、 筋 单 元 生 成 、 束 条 件 、 结 滑 移 模 拟 、 载 控 制 、 算 参 数 设 定 以 及 后 处 几 钢 约 粘 加 计 理 等 问题 均 进 行 了 全 面介 绍 ． 点 介 绍 了 型钢 混凝 土 结 构 ＡＮＳ Ｓ数 值 模 拟 的 建模 技 术 和 方 法 ， 介 绍 了 采 重 Ｙ 并
型钢 和 钢支座 垫板 采用 多 折线性 随 动强 化模 型 （ ＭＫＩ Ｅ 单轴 应力 应 变关 系 采 用多 折线 型 ； 筋 Ｎ）¨， 纵 和横 向箍 筋采 用双 线性 随动 强 化模型 （ ＫＩ ， 轴应 力一 Ｂ Ｎ） 单 应变 关 系为理 想弹 塑性 模型 ．
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FRP混凝土用ANSYS模拟的命令流文件
FRP混凝土用ANSYS模拟的命令流文件Combin39单元学习小结(本文来源于清溪长河) 很有用，转过来慢慢学了(2011-07-25 10:01:48)转载标签: ansyscombine39单元杂谈分类: 专业学习这两天在帮助一位同学解决论文中的问题，其间涉及到组合结构不同材料的构件的连接。
原本，她想做的是二者分离的动态过程。
要做到这一点，貌似要用ls-dyna，而这我知之甚匮，加上时间非常有限，这个方案被我首先排除。
至于接触分析，在参考了一些资料后，感觉即便用点-点接触来进行模拟，也会造成计算机资源的浪费。
而且此分析经过了MTS的实验，显示连接很紧密，甚至直接耦合的话也相去不远。
经过慎重考虑和探讨，也放弃了做接触分析的想法。
在陆新征的那篇引用数高达230的文章的启发下，终于确定了分析方案:用Combin39弹簧单元来模拟组合结构之间的相对黏结滑移。
其实，用combin39模拟钢筋-混凝土之间的滑移，已经是比较成熟的选择了，可我以前并不十分清楚这一点~囧……看到网上有不少和我一样的combin新手，在问一些低级问题(正是由于他们，所以我只需要Google就OK了~)，我就把最近学到的一些知识总结如下，欢迎讨论或者批评指正。
bin39是一种包含两个节点的一维的具有非线性性能的单向受力单元，在1-D, 2-D, 或3-D应用中具有纵向的和扭转的能力，单元的每个节点都具有X、Y、Z三个自由度。
2.该单元具有大变形的能力，此时需要打开NLGEOM选项时，并且使KEYOPT(4) = 1 或者3。
bin39需要通过一个荷载,位移(F—D)曲线来定义弹簧的受力性质，至于这个曲线，可以通过查询相关文献获得，比如[杨勇. 型钢混凝土粘结滑移基本理论及应用研究. 西安建筑科技大学，2003.] 无需定义材料属性。
4.和Combin40不同的是，Combin39的刚度不是用户手动输入的，而是程序自动根据F-D曲线求的。
Ansys经典命令流钢管混凝土拱桥算例
Ansys经典命令流钢管混凝土拱桥算例/prep7/title,the analyse of steel arch bridge!************************************************************** *****************et,1,82 !建立辅助单元作出截面特性CYL4,0.6,0.6,0.6, ,0.586 !以下命令是用于建立一个空心钢管截面CYL4,0.6,2.4,0.6, ,0.586RECTNG,0.35,0.364,0.8,2.2,RECTNG,0.85,0.836,0.8,2.2,asel,allaptn,allADELE,5,8,1 !删除多余的面积allselaadd,allsmrtsize,5amesh,allsecwrite,gg,sect,,1SECTYPE,1,BEAM,MESH, !截面代号1SECOFFSET,CENT,,,SECREAD,'gg','SECT',,MESH !读入空心钢管截面asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replotCYL4,0.6,0.6,0.586 !以下命令是用于建立一个空心钢管内的混凝土截面CYL4,0.6,2.4,0.586RECTNG,0.364,0.836,0.8,2.2,allselaadd,allsmrtsize,5amesh,allsecwrite,hnt,sect,,1SECTYPE,2,BEAM,MESH, !截面代号2SECOFFSET,CENT,,,SECREAD,'hnt','SECT',,MESH !读入混凝土（空心钢管内的）截面asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replot !重新生成图形k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面k,2,-0.75,0.25k,3,-0.75,0.5k,4,-0.55,0.5k,5,-0.55,0.85k,6,0.55,0.85k,7,0.55,0.5k,8,0.75,0.5k,9,0.75,0.25k,10,0.5,0a,1,2,3,4,5,6,7,8,9,10 !生成横梁标准截面1 A-Asmrtsize,5amesh,allsecwrite,hl1,sect,,1SECTYPE,4,BEAM,MESH, !截面代号4SECOFFSET,CENT,,,SECREAD,'hl1','SECT',,MESH !读入横梁标准截面1 A-A asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replot !重新生成图形k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面b-bk,2,-0.5,1k,3,-0.75,1.25k,4,-0.75,1.5k,5,0.75,1.5k,6,0.75,1.25k,7,0.5,1k,8,0.5a,1,2,3,4,5,6,7,8 !生成横梁标准截面2 b-bsmrtsize,5amesh,allsecwrite,hl2,sect,,1SECTYPE,5,BEAM,MESH, !截面代号5SECOFFSET,CENT,,,SECREAD,'hl2','SECT',,MESH !读入横梁标准截面2asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replot !重新生成图形k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面c-ck,2,-0.5,1.04k,3,-0.75,1.04+0.25k,4,-0.75,1.04+0.5k,5,-0.55,1.04+0.5k,6,-0.55,1.04+0.5+0.35k,7,0.55,1.04+0.5+0.35k,8,0.55,1.04+0.5k,9,0.75,1.04+0.5k,10,0.75,1.04+0.25k,11,0.5,1.04k,12,0.5,0k,13,-0.2,0.58k,14,-0.2,1.04+0.5-0.3k,15,0.2,1.04+0.5-0.3k,16,0.2,0.58a,1,2,3,4,5,6,7,8,9,10,11,12a,13,14,15,16asba,1,2 !横梁标准截面3 C-Csmrtsize,5amesh,allsecwrite,hl3,sect,,1SECTYPE,6,BEAM,MESH, ! 截面代号6 SECOFFSET,CENT,,,SECREAD,'hl3','SECT',,MESH !横梁标准截面3asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replot !重新生成图形ldele,allkdele,allk,1,-0.5,0 !以下命令是用于建立一个横梁标准截面d-d k,2,-0.5,1.23k,3,-0.75,1.23+0.25k,4,-0.75,1.23+0.5k,5,-0.55,1.23+0.5k,6,-0.55,1.23+0.5+0.35k,7,0.55,1.23+0.5+0.35k,8,0.55,1.23+0.5k,9,0.75,1.23+0.5k,10,0.75,1.23+0.25k,11,0.5,1.23k,12,0.5,0k,13,-0.2,0.38k,14,-0.3,0.38+0.2k,15,-0.3,1.23+0.5-0.1-0.2k,16,-0.2,1.23+0.5-0.1k,17,0.2,1.23+0.5-0.1k,18,0.3,1.23+0.5-0.1-0.2k,19,0.3,0.38+0.2k,20,0.2,0.38a,1,2,3,4,5,6,7,8,9,10,11,12a,13,14,15,16,17,18,19,20asba,1,2 !横梁标准截面4 D-Dsmrtsize,5amesh,allsecwrite,hl4,sect,,1SECTYPE,7,BEAM,MESH, !截面代号7 SECOFFSET,CENT,,,SECREAD,'hl4','SECT',,MESH !读入横梁标准截面4 asel,allaclear,alladele,all,,,1 !将图形及面、线、点全部删除（只保留截面文件）/replot ! 重新生成图形k,1,-0.5,0 !以下命令是用于建立一个横梁标准截面e-ek,2,-0.5,1.23k,3,-0.75,1.23+0.25k,4,-0.75,1.23+0.5k,5,-0.55,1.23+0.5k,6,-0.55,1.23+0.5+0.35k,7,0.55,1.23+0.5+0.35k,8,0.55,1.23+0.5k,9,0.75,1.23+0.5k,10,0.75,1.23+0.25k,11,0.5,1.23k,12,0.5,0a,1,2,3,4,5,6,7,8,9,10,11,12 !横梁标准截面5 E-E smrtsize,5amesh,allsecwrite,hl5,sect,,1SECTYPE,8,BEAM,MESH, ! 截面代号8SECOFFSET,CENT,,,SECREAD,'hl5','SECT',,MESH !横梁标准截面5asel,allaclear,alladele,all,,,1/replotetdele,1 !将辅助单元类型删除/replot!*********************************************************************!定义所有材料特性et,1,beam44 !钢管特性mp,ex,1,2.1e11mp,dens,1,7800mp,prxy,1,0.3n,90000,0,0,30 !参考点et,2,beam44 !拱肋内混凝土特性 50#混凝土mp,ex,2,3.5e10mp,dens,2,2600mp,prxy,2,0.1667et,3,beam44 ! 纵梁特性 30#混凝土mp,ex,3,3.0e10mp,dens,3,2600mp,prxy,3,0.1667et,4,beam44 !横梁特性 30#混凝土mp,ex,4,3.0e10mp,dens,4,2600mp,prxy,4,0.1667et,5,beam44 !风撑特性mp,ex,5,2.1e11mp,dens,5,7800mp,prxy,5,0.3et,6,link10 !吊杆特性（钢绞线）mp,dens,6,7800mp,prxy,6,0.3keyopt,6,3,0 !只拉吊杆et,7,beam44 !盖梁特性 30# 混凝土mp,ex,7,3.0e10mp,dens,7,2600mp,prxy,7,0.1667et,8,beam44 !墩柱特性 40#混凝土mp,ex,8,3.3e10mp,dens,8,2600mp,prxy,8,0.1667et,9,beam44 !横系梁特性 30#混凝土mp,ex,9,3.0e10mp,dens,9,2600mp,prxy,9,0.1667et,10,link10 !系杆特性（钢绞线）mp,ex,10,2.0e11mp,dens,10,7800mp,prxy,10,0.3keyopt,10,3,0 !只拉系杆et,11,beam44 !承台桩基础特性 25#混凝土mp,ex,11,2.85e10mp,dens,11,2500n,90000,0,0,30!************************************************************** ********!开始建立模型!0# 横梁(端横梁)n,1,0,2.025n,2,6.25,2.025n,3,6.25+5.1,2.025n,4,6.25+5.1+0.2+1.9/2,2.025 !12.5米位置n,5,6.25+5.1+2.3,2.025n,6,6.25+5.1+2.3+2.23,2.025nsym,x,10,2,6,1type,4 !横梁r,1(定义一组单元实常数)real,1 (划分单元时指定的实常书)mat,4secnum,7! 单元1到10为0# 横梁e,1,2 !截面7 D-Dsecnum,6e,2,3 !截面6 D-Dsecnum,5e,3,4 !截面5 D-De,4,5 !截面5 D-Dsecnum,4e,5,6 !截面4 a-asecnum,7e,1,12 !截面7 D-Dsecnum,6e,12,13 !截面6 D-Dsecnum,5e,13,14 !截面5 D-De,14,15 !截面5 D-Dsecnum,4e,15,16 !截面4 a-a!1# 端横梁egen,2,100,1,10,1,,,,,,0,4.7+1.25/2+1.5/2!其余横梁2#~17#egen,17,100,11,20,1,,,,,,0,5.3+1.5! 横梁18#(端横梁)egen,2,100,171,180,1,,,,,,0,4.7+1.5/2+1.25/2cm,hl,elemesel,none!*********************************************************** ! 纵梁单元type,3r,2real,2mat,3SECTYPE,10,beam,rect,zl !纵梁截面代号10secdata,0.4,1.2secnum,10!0# 纵梁(端纵梁）e,1,101e,2,102e,3,103e,5,105e,12,112e,13,113e,15,115!中间的纵梁1#~16#*do,i,0,15,1e,101+i*100,201+i*100e,102+i*100,202+i*100e,104+i*100,204+i*100e,112+i*100,212+i*100e,114+i*100,214+i*100*enddo!17#纵梁(端纵梁）e,1701,1801e,1702,1802e,1703,1803e,1705,1805e,1712,1812e,1713,1813e,1715,1815cm,zl,elemesel,none!************************************************************** *********!定义拱轴线 !请参照《桥梁工程》p299页相关公式*dim,y,array,16 !将纵桥向距离定义为数组*dim,cs,array,16 !**值*dim,z,array,16 !将拱轴高度定义为数组!吊杆上点!首先定义吊杆的y向（顺桥向）坐标y(1)=8.1y(2)=14.9y(3)=21.7y(4)=28.5y(5)=35.3y(6)=42.1y(7)=48.9y(8)=55.7y(9)=62.5!风撑上点!定义风撑的y向（顺桥向）坐标y(11)=21.7y(12)=28.5y(13)=42.1y(14)=48.9y(15)=59.1!0#横梁的y向（顺桥向）坐标y(16)=2.025f1=25 !矢高m1=1.1 !悬链线拱轴系数k=log(m1+sqrt(m1*m1-1))*do,i,1,16,1cs(i)=1-y(i)*2/125z(i)=25-f1/(m1-1)*(cosh(k*cs(i))-1) !拱轴高度*enddo*dim,ygd,array,23 !定义预拱度（是在后续工况中反复调算的结果）初始运行时可将预拱度全部设置为0ygd(1) = 0.40004E-02+1.29E-02ygd(2) = 0.10685E-01+2.22E-02ygd(3) = 0.19483E-01+3.03E-02ygd(4) = 0.29219E-01+3.69E-02ygd(5) = 0.39022E-01+4.23E-02ygd(6) = 0.48243E-01+4.65E-02ygd(7) = 0.56390E-01+4.95E-02ygd(8) = 0.63070E-01+5.15E-02ygd(9) = 0.68014E-01+5.21E-02ygd(10)= 0.71003E-01+5.15E-02ygd(11)= 0.71739E-01+4.95E-02ygd(12)= 0.69962E-01+4.65E-02ygd(13)= 0.65514E-01+4.23E-02ygd(14)= 0.58289E-01+3.69E-02ygd(15)= 0.48248E-01+3.04E-02ygd(16)= 0.35507E-01+2.24E-02ygd(17)= 0.20415E-01+1.23E-02ygd(18)=0.65770E-01 +0.40234E-01ygd(19)=0.69769E-01 +0.41215E-01!生成各个吊杆的Z向节点（竖直方向）ngen,2,10000,104,114,10,0,0,z(1) +ygd(1) !1#吊杆节点ngen,2,10000,204,214,10,0,0,z(2) +ygd(2) !2#吊杆节点ngen,2,10000,304,314,10,0,0,z(3) +ygd(3) !3#吊杆节点ngen,2,10000,404,414,10,0,0,z(4) +ygd(4) !4#吊杆节点ngen,2,10000,504,514,10,0,0,z(5) +ygd(5) !5#吊杆节点ngen,2,10000,604,614,10,0,0,z(6) +ygd(6) !6#吊杆节点ngen,2,10000,704,714,10,0,0,z(7) +ygd(7) !7#吊杆节点ngen,2,10000,804,814,10,0,0,z(8) +ygd(8) !8#吊杆节点ngen,2,10000,904,914,10,0,0,z(9) +ygd(9) !9#吊杆节点ngen,2,10000,1004,1014,10,0,0,z(8) +ygd(10) !10#吊杆节点ngen,2,10000,1104,1114,10,0,0,z(7) +ygd(11) !11#吊杆节点ngen,2,10000,1204,1214,10,0,0,z(6) +ygd(12) !12#吊杆节点ngen,2,10000,1304,1314,10,0,0,z(5) +ygd(13) !13#吊杆节点ngen,2,10000,1404,1414,10,0,0,z(4) +ygd(14) !14#吊杆节点ngen,2,10000,1504,1514,10,0,0,z(3) +ygd(15) !15#吊杆节点ngen,2,10000,1604,1614,10,0,0,z(2) +ygd(16) !16#吊杆节点ngen,2,10000,1704,1714,10,0,0,z(1) +ygd(17) !17#吊杆节点!说明：之所以重复定义吊杆节点是因为以后吊杆转动要进行放松ngen,2,3000,104,114,10,0,0,0 !1#吊杆下节点ngen,2,3000,204,214,10,0,0,0 !2#吊杆下节点ngen,2,3000,304,314,10,0,0,0 !3#吊杆下节点ngen,2,3000,404,414,10,0,0,0 !4#吊杆下节点ngen,2,3000,504,514,10,0,0,0 !5#吊杆下节点ngen,2,3000,604,614,10,0,0,0 !6#吊杆下节点ngen,2,3000,704,714,10,0,0,0 !7#吊杆下节点ngen,2,3000,804,814,10,0,0,0 !8#吊杆下节点ngen,2,3000,904,914,10,0,0,0 !9#吊杆下节点ngen,2,3000,1004,1014,10,0,0,0 !10#吊杆下节点ngen,2,3000,1104,1114,10,0,0,0 !11#吊杆下节点ngen,2,3000,1204,1214,10,0,0,0 !12#吊杆下节点ngen,2,3000,1304,1314,10,0,0,0 !13#吊杆下节点ngen,2,3000,1404,1414,10,0,0,0 !14#吊杆下节点ngen,2,3000,1504,1514,10,0,0,0 !15#吊杆下节点ngen,2,3000,1604,1614,10,0,0,0 !16#吊杆下节点ngen,2,3000,1704,1714,10,0,0,0 !17#吊杆下节点ngen,2,6000,104,114,10,0,0,z(1) +ygd(1) !1#吊杆节点ngen,2,6000,204,214,10,0,0,z(2) +ygd(2) !2#吊杆节点ngen,2,6000,304,314,10,0,0,z(3) +ygd(3) !3#吊杆节点ngen,2,6000,404,414,10,0,0,z(4) +ygd(4) !4#吊杆节点ngen,2,6000,504,514,10,0,0,z(5) +ygd(5) !5#吊杆节点ngen,2,6000,604,614,10,0,0,z(6) +ygd(6) !6#吊杆节点ngen,2,6000,704,714,10,0,0,z(7) +ygd(7) !7#吊杆节点ngen,2,6000,804,814,10,0,0,z(8) +ygd(8) !8#吊杆节点ngen,2,6000,904,914,10,0,0,z(9) +ygd(9) !9#吊杆节点ngen,2,6000,1004,1014,10,0,0,z(8)+ygd(10) !10#吊杆节点ngen,2,6000,1104,1114,10,0,0,z(7)+ygd(11) !11#吊杆节点ngen,2,6000,1204,1214,10,0,0,z(6)+ygd(12) !12#吊杆节点ngen,2,6000,1304,1314,10,0,0,z(5)+ygd(13) !13#吊杆节点ngen,2,6000,1404,1414,10,0,0,z(4)+ygd(14) !14#吊杆节点ngen,2,6000,1504,1514,10,0,0,z(3)+ygd(15) !15#吊杆节点ngen,2,6000,1604,1614,10,0,0,z(2)+ygd(16) !16#吊杆节点ngen,2,6000,1704,1714,10,0,0,z(1)+ygd(17) !17#吊杆节点!定义吊杆的参数（每根吊杆都采用109根直径为7毫米的高强钢丝）dgarea=109*3.1415926*0.25*0.007*0.007 !吊杆面积(m2)dgyl=0.3*1670*1e6 !吊杆初应力取用0.3倍的抗拉强度(N/m2) dgl=dgyl*dgarea !吊杆力(N)edg=1.95e11 !吊杆的弹性模量(N/m2)*dim,L0,array,17 !定义吊杆的初始0应力长度数组*dim,L,array,17 !定义吊杆的受力后长度数组*dim,deltL,array,17 !定义吊杆的受力后长度增长量数组*dim,istrn,array,17 !定义吊杆的应变数组*dim,fdg,array,17 !定义在吊杆上施加的力的数组*do,i,1,9,1L0(i)=z(i) !0应力时单元长度L0(18-i)=z(i) !吊杆是沿中轴对称的*enddofdg(1)=dgl !1#吊杆施加的预应力fdg(2)=dgl !2#吊杆施加的预应力fdg(3)=dgl !3#吊杆施加的预应力fdg(4)=dgl !4#吊杆施加的预应力fdg(5)=dgl !5#吊杆施加的预应力fdg(6)=dgl !6#吊杆施加的预应力fdg(7)=dgl !7#吊杆施加的预应力fdg(8)=dgl !8#吊杆施加的预应力fdg(9)=dgl !9#吊杆施加的预应力fdg(10)=dgl !10#吊杆施加的预应力fdg(11)=dgl !11#吊杆施加的预应力fdg(12)=dgl !12#吊杆施加的预应力fdg(13)=dgl !13#吊杆施加的预应力fdg(14)=dgl !14#吊杆施加的预应力fdg(15)=dgl !15#吊杆施加的预应力fdg(16)=dgl !16#吊杆施加的预应力fdg(17)=dgl !17#吊杆施加的预应力type,6mat,6*do,i,1,17,1deltL(i)=Fdg(i)*L0(i)/(edg*dgarea) !吊杆受力后的增长量L(i)=L0(i)+deltL(i)istrn(i)=deltl(i)/L(i) !吊杆受力后的应变r,i+1000,dgarea,istrn(i) !定义吊杆的实常数特性*enddo*do,i,1,17,1real,i+1000 !赋予吊杆的实常数特性e,i*100+4+3000,i*100+4+6000 !生成吊杆单元e,i*100+10+4+3000,i*100+10+4+6000*enddocm,dg,elemesel,noneallsel!************************************************************** ********* r,1018real,1018 !定义一个全为0的实常数便于利用截面特性时，不产生冲突!************************************************************** *********!生成风撑上的节点n,20001,0,21.7,z(11) !风撑上节点坐标n,20002,0,28.5,z(12)n,20003,0,42.1,z(13)n,20004,0,48.9,z(14)n,20005,0,59.1,z(15)n,20006,0,65.9,z(15)n,20007,0,76.1,z(14)n,20008,0,82.9,z(13)n,20009,0,96.5,z(12)n,20010,0,103.3,z(11)n,20011,12.5,21.7,z(11)n,20012,12.5,28.5,z(12)n,20013,12.5,42.1,z(13)n,20014,12.5,48.9,z(14)n,20015,12.5,59.1,z(15)+ygd(18)n,20016,12.5,65.9,z(15)+ygd(19)n,20017,12.5,76.1,z(14)n,20018,12.5,82.9,z(13)n,20019,12.5,96.5,z(12)n,20020,12.5,103.3,z(11)n,20021,-12.5,21.7,z(11)n,20022,-12.5,28.5,z(12)n,20023,-12.5,42.1,z(13)n,20024,-12.5,48.9,z(14)n,20025,-12.5,59.1,z(15)+ygd(18)n,20026,-12.5,65.9,z(15)+ygd(19)n,20027,-12.5,76.1,z(14)n,20028,-12.5,82.9,z(13)n,20029,-12.5,96.5,z(12)n,20030,-12.5,103.3,z(11)n,20000,0,62.5,z(15) !(中撑中点)!风撑1（倒K撑）type,5mat,5SECTYPE,500, beam,ctube,windc !定义风撑的形状为空心圆secdata,0.486,0.50 !赋予截面形状参数,!直径按1.0米计算厚度为1.4厘米secnum,500 !调用截面!生成风撑单元!风撑1（倒K撑）e,20002,10404,90000e,20002,10414,90000e,20002,10304,90000e,20002,10314,90000!风撑2（倒K撑）e,20004,10704,90000e,20004,10714,90000e,20004,10604,90000e,20004,10614,90000!风撑3（中撑X撑）e,20000,20015,90000e,20000,20016,90000e,20000,20025,90000e,20000,20026,90000!风撑4（k撑）e,20007,11104,90000e,20007,11114,90000e,20007,11204,90000e,20007,11214,90000!风撑5（k撑）e,20009,11404,90000e,20009,11414,90000e,20009,11504,90000e,20009,11514,90000cm,fc,elemesel,none!************************************************************** *********!连接拱轴线!定义拱轴上的坐标点n,30000,12.5,0,0 !左拱轴起点n,30001,12.5,125,0 !左拱轴端点n,30002,12.5,2.025,z(16) !左横梁起点n,30003,12.5,125-2.025,z(16) !左横梁端点n,40000,-12.5,0,0 !右拱轴起点n,40001,-12.5,125,0 !右拱轴端点n,40002,-12.5,2.025,z(16) !右横梁起点n,40003,-12.5,125-2.025,z(16) !右横梁端点*dim,zgzx,array,23 !定义拱轴线,左轴线*dim,ygzx,array,23 !定义拱轴线,右轴线zgzx(1)= 30000 !以下是拱轴线上的节点号zgzx(2)= 30002zgzx(3)= 10104zgzx(4)= 10204zgzx(5)= 10304zgzx(6)= 10404zgzx(7)= 10504zgzx(8)= 10604zgzx(9)= 10704zgzx(10)=10804zgzx(11)=20015zgzx(12)=10904zgzx(13)=20016zgzx(14)=11004zgzx(15)=11104zgzx(16)=11204zgzx(17)=11304zgzx(18)=11404zgzx(19)=11504zgzx(20)=11604zgzx(21)=11704zgzx(22)=30003zgzx(23)=30001ygzx(1)= 40000ygzx(2)= 40002ygzx(3)= 10114ygzx(4)= 10214ygzx(5)= 10314ygzx(6)= 10414ygzx(7)= 10514ygzx(8)= 10614ygzx(9)= 10714ygzx(10)=10814ygzx(11)=20025ygzx(12)=10914ygzx(13)=20026ygzx(14)=11014ygzx(15)=11114ygzx(16)=11214ygzx(17)=11314ygzx(18)=11414ygzx(19)=11514ygzx(20)=11614ygzx(21)=11714ygzx(22)=40003ygzx(23)=40001n,90001,12.5,0,30 !钢管左轴线参考点n,90002,-12.5,0,30 !钢管左轴线参考点type,1mat,1r,2000secnum,1*do,i,1,22 !生成拱轴单元（钢管）e,zgzx(i),zgzx(i+1),90001e,ygzx(i),ygzx(i+1),90002*enddocm,gzgg,elem !生成组esel,nonetype,2r,2001secnum,2*do,i,1,22 !生成拱轴单元（混凝土）e,zgzx(i),zgzx(i+1),90001e,ygzx(i),ygzx(i+1),90002*enddocm,gzhnt,elem !生成组esel,none!************************************************************** ***************!建立拱轴底座type,9 !30#混凝土r,6real,6mat,9SECTYPE,70, beam, rect,dizuo !定义截面形状secdata,1.4,4 !赋予截面形状参数secnum,70 !调用截面e,30001,30003,90001 !拱轴底座e,40001,40003,90002e,30000,30002,90001e,40000,40002,90002cm,gzdz,elem !生成组esel,none!************************************************************** ***************!建立盖梁ngen,2,2000,1,16,1,0,-2.025,0 !复制节点到拱轴线起点位置ngen,2,100,1801,1816,1,0,2.025,0 !复制节点到拱轴线终点位置mat,7r,7real,7SECTYPE,60, beam, rect,gail !定义截面形状secdata,4,1.6 !赋予截面形状参数secnum,60 !调用截面n,90005,0,0,20 !定义参考点n,90006,0,125,20e,1901,1902,90006 !盖梁单元125米处e,1902,1903,90006e,1903,1904,90006e,1904,1905,90006e,1905,1906,90006e,1901,1912,90006e,1912,1913,90006e,1913,1914,90006e,1914,1915,90006e,1915,1916,90006e,2001,2002,90005 !盖梁单元0米处e,2002,2003,90005e,2003,2004,90005e,2004,2005,90005e,2005,2006,90005e,2001,2012,90005e,2012,2013,90005e,2013,2014,90005e,2014,2015,90005e,2015,2016,90005cm,gailiang,elem !生成组esel,none!************************************************************** *********!建立墩柱n,90003,14.5,0,0 !参考点n,90004,-14.5,0,0type,8mat,8r,8real,8SECTYPE,50, beam,hrec,dun !定义截面形状secdata,3,4,0.8,0.8,0.8,0.8 !赋予截面形状参数ngen,2,10000,2004,2014,10,0,0,-10 !墩节点距离桥面-10米ngen,2,10000,1904,1914,10,0,0,-10secnum,50e,2004,12004,90003e,2014,12014,90004e,1904,11904,90003e,1914,11914,90004cm,dunzhu,elem !生成组esel,none!************************************************************** ************!承台单元type,11mat,11r,1SECTYPE,40, beam,rect,chengtaisecdata,12.7,9r,11real, 11secnum,40ngen,2,20000,2004,2014,10,0,0,-11.5ngen,2,20000,1904,1914,10,0,0,-11.5ngen,2,30000,2004,2014,10,0,0,-13ngen,2,30000,1904,1914,10,0,0,-13e,12004,22004,90003 !生成承台单元e,11904,21904,90003e,12014,22014,90004e,11914,21914,90004e,22004,32004,90003e,21904,31904,90003e,22014,32014,90004e,21914,31914,90004cm,chtai,elem !生成组esel,none!************************************************************** ******!横系梁type,9mat,9r,9real,9n,90007,12.5,0,10 !参考点n,90008,-12.5,0,10SECTYPE,90,beam, rect,hxl !定义截面形状secdata,3,3 !赋予截面形状参数secnum,90 !调用截面e,22004,22014,90007e,21904,21914,90008cm,hxl,elem !生成组esel,none!!************************************************************** *************!桩n,50000,6.15+1.85,2.7,-13 !定义桩节点n,50001,6.15+1.85,-2.7,-13n,50002,6.15+1.85+4.5,2.7,-13n,50003,6.15+1.85+4.5,-2.7,-13n,50004,6.15+12.7-1.85,2.7,-13n,50005,6.15+12.7-1.85,-2.7,-13nsel,s,,,50000,50005,1nsym,x,10,50000,50005,1allselngen,2,100,50000,50015,1,0,125,0 !首先生成平面内的24个节点! 每3米生成一层节点(共8层)ngen,10,1000,50000,51000,1,0,0,-2.5!生成桩单元esel,nonetype,11mat,11r,11real,11SECTYPE,20, beam,csolid,piersecdata,0.9secnum,20*do,i,0,8,1*do,k,0,5,1e,50000+k+i*1000,50000+k+(i+1)*1000 ,90003e,50000+k+10+i*1000,50000+k+10+(i+1)*1000 ,90003e,50000+k+100+i*1000,50000+k+100+(i+1)*1000,90003 e,50000+k+110+i*1000,50000+k+110+(i+1)*1000,90003 *enddo*enddocm,zhuang,elem !生成组esel,none!************************************************************** ***!在桩上施加弹簧单元!第一层距离承台-3米 317-340!计算弹簧的弹性系数 m的具体计算方法参照本书斜拉桥建模部分d=1.8kf=0.9k0=1+1/db1=0.6 !和每排桩数有关的系数,当为2排时,为0.6L1=3.6 !桩间净距h1=3*(d+1) !桩在地面或冲刷线下的计算深k=b1+(1-b1)/0.6*L1/h1B=Kf*k0*k*d !换算宽度!第1层土粉质量粘土 m=8 厚度5!第2层土粘土（细砂） m=15 厚度5 !第3层土中砂 m=20 厚度5!第4层土粘土 m=25 厚度5!第5层基岩 c0=300 厚度10米*dim,m,array,5m(1)=8m(2)=15m(3)=20m(4)=25m(5)=4000 !基岩系数*dim,h,array,5h(1)=5 !第一层土的厚度h(2)=5h(3)=5h(4)=5h(5)=10*dim,c,array,4c(1)=m(1)*h(1)c(2)=m(2)*(h(1)+h(2))c(3)=m(3)*(h(1)+h(2)+h(3))c(4)=m(4)*(h(1)+h(2)+h(3)+h(4)) *dim,e,array,4 !弹簧弹性系数e(1)=0.5*c(1)*h(1)*B*1e6*do,i,2,4,1e(i)=0.5*(c(i-1)+c(i))*h(i)*B*1e6*enddoet,20,combin14 !弹簧单元r,20,e(1) !第1层土的弹性系数r,30,e(2) !第2层土的弹性系数r,40,e(3) !第3层土的弹性系数r,50,e(4) !第4层土的弹性系数r,60,m(5)*3.1415926*B*B/4*1e6 !基础岩石弹性系数!第1层底部距离承台-5米ngen,2,10000,51000,51115,1,1,0,0 !x 方向ngen,2,20000,51000,51115,1,0,1,0 !y 方向!ngen,2,30000,51000,51115,1,0,0,1 !z 方向type,20real,20*do,i,0,5,1e,51000+i,51000+i+10000e,51000+i+10,51000+i+10+10000e,51100+i,51100+i+10000 ! xe,51100+i+10,51100+i+10+10000e,51000+i,51000+i+20000e,51000+i+10,51000+i+10+20000e,51100+i,51100+i+20000 !ye,51100+i+10,51100+i+10+20000*enddocm,spring1,elemesel,none!第2层底部距离承台-10米ngen,2,10000,53000,53115,1,1,0,0!x 方向ngen,2,20000,53000,53115,1,0,1,0!y 方向!ngen,2,30000,53000,53115,1,0,0,1!z 方向type,20real,30*do,i,0,5,1e,53000+i+10,53000+i+10+10000e,53000+i,53000+i+10000e,53100+i,53100+i+10000 ! xe,53100+i+10,53100+i+10+10000e,53000+i,53000+i+20000e,53000+i+10,53000+i+10+20000e,53100+i,53100+i+20000e,53100+i+10,53100+i+10+20000 !y *enddocm,spring2,elemesel,none!第3层距离承台-15米ngen,2,10000,55000,55115,1,1,0,0 !x 方向ngen,2,20000,55000,55115,1,0,1,0 !y 方向type,20real,40*do,i,0,5,1e,55000+i,55000+i+10000e,55000+i+10,55000+i+10+10000e,55100+i,55100+i+10000 ! xe,55100+i+10,55100+i+10+10000e,55000+i,55000+i+20000e,55000+i+10,55000+i+10+20000e,55100+i,55100+i+20000 !ye,55100+i+10,55100+i+10+20000*enddocm,spring3,elemesel,none!!第4层距离承台-20米ngen,2,10000,57000,57115,1,1,0,0 !x 方向ngen,2,20000,57000,57115,1,0,1,0 !y 方向type,20real,50*do,i,0,5,1e,57000+i+10,57000+i+10+10000e,57100+i,57100+i+10000 ! xe,57100+i+10,57100+i+10+10000e,57000+i,57000+i+10000e,57000+i,57000+i+20000e,57000+i+10,57000+i+10+20000e,57100+i,57100+i+20000 !ye,57100+i+10,57100+i+10+20000*enddocm,spring4,elemesel,none!!第5层距离承台-22.5米ngen,2,10000,58000,58115,1,1,0,0 !x 方向ngen,2,20000,58000,58115,1,0,1,0 !y 方向type,20real,60*do,i,0,5,1e,58000+i+10,58000+i+10+10000e,58000+i,58000+i+10000e,58100+i,58100+i+10000 ! xe,58100+i+10,58100+i+10+10000e,58000+i,58000+i+20000e,58000+i+10,58000+i+10+20000e,58100+i,58100+i+20000 !ye,58100+i+10,58100+i+10+20000*enddocm,spring5,elemesel,none!!第6层距离承台-25米ngen,2,10000,59000,59115,1,1,0,0 ngen,2,10000,59000,59115,1,1,0,0 !x 方向ngen,2,20000,59000,59115,1,0,1,0 ngen,2,20000,59000,59115,1,0,1,0 !y 方向ngen,2,30000,59000,59115,1,0,0,-1 ngen,2,30000,59000,59115,1,0,0,-1 !z 方向type,20real,60*do,i,0,5,1e,59000+i,59000+i+10000e,59000+i+10,59000+i+10+10000e,59100+i,59100+i+10000 ! xe,59100+i+10,59100+i+10+10000e,59000+i,59000+i+20000e,59000+i+10,59000+i+10+20000e,59100+i,59100+i+20000 !ye,59100+i+10,59100+i+10+20000e,59000+i,59000+i+30000e,59000+i+10,59000+i+10+30000e,59100+i,59100+i+30000 !ze,59100+i+10,59100+i+10+30000*enddocm,spring6,elemallsel!************************************************************** *********!剔除不需要进行对称复制的单元allselnsel,s,loc,z,-50,-0.01nsel,r,loc,y,-10,10cm,zdnode,nodeesln,s,,allcm,zdelem,elemallselnsel,u,,,zdnodensym,y,100000,all !节点对称allselESEL,U,,,zdelemESYM,,100000,ALL !见图11-5ALLSEL!图11-5 全桥单元模型图!************************************************************** ********* !定义系杆单元（全桥通长）!系杆单元!定义系杆的参数（每根系杆都采用8束27*7*d5高强钢丝）xgarea=8*27*7*3.1415926*0.25*0.005*0.005 !系杆集束面积exg=1.95e11*dim,fxg,array,2*dim,Llast,array,2*dim,Listrn,array,2*dim,detL,array,2xgyl=0.3*1860*1e6xgl=xgyl*xgareafxg(1)=xgl !施加的预应力fxg(2)=xgl !施加的预应力Lzero=250 !0应力时单元长度*do,i,1,2,1detL(i)=Lzero*Fxg(i)/(exg*xgarea)Llast(i)=Lzero+detL(i) !单元最终长度Listrn(i)=detl(i)/Llast(i)r,i+100,xgarea,Listrn(i)*enddotype,10mat,10real,101e,30001,130001 !系杆1 250米real,102e,40001,140001 !系杆2 250米.cm,xigan,elemesel,noneallsel!************************************************************** *******!将盖梁和拱轴交界点进行节点耦合,放松uy,和rotxcp,1,ux,2004,30000cp,1,uy,2004,30000cp,next,uz,2004,30000cp,next,roty,2004,30000 cp,next,rotz,2004,30000 cp,next,ux,1904,30001cp,next,uy,1904,30001cp,next,uz,1904,30001cp,next,roty,1904,30001 cp,next,rotz,1904,30001 cp,next,ux,2014,40000cp,next,uy,2014,40000cp,next,uz,2014,40000cp,next,roty,2014,40000 cp,next,rotz,2014,40000 cp,next,ux,1914,40001cp,next,uy,1914,40001cp,next,uz,1914,40001cp,next,roty,1914,40001 cp,next,rotz,1914,40001cp,next,ux,101914,140001 cp,next,uy,101914,140001 cp,next,uz,101914,140001 cp,next,roty,101914,140001 cp,next,rotz,101914,140001 cp,next,ux,101904,130001 cp,next,uy,101904,130001 cp,next,uz,101904,130001 cp,next,roty,101904,130001 cp,next,rotz,101904,130001 allselnsel,s,,,30000,130000,100000nsel,a,,,40000,140000,100000nummrg,nodeallsel!************************************************************* ********do,i,1,3,1cp,next,all,1800+i,1900+i !盖梁和0#横梁耦合*enddoallsel*do,i,5,6,1cp,next,all,1800+i,1900+i*enddoallsel*do,i,1,2,1cp,next,all,1800+i+11,1900+i+11cp,next,all,i+11,2000+i+11,i+100000+11*enddoallsel*do,i,4,5,1cp,next,all,1800+i+11,1900+i+11cp,next,all,i+11,2000+i+11,i+100000+11*enddoallsel*do,i,1,3,1cp,next,all,i,2000+i,100000+i*enddoallsel*do,i,5,6,1cp,next,all,i,2000+i,100000+i*enddoallsel*do,i,1,3,1cp,next,all,101800+i,101900+i !盖梁和0#横梁耦合*enddoallsel*do,i,5,6,1cp,next,all,101800+i,101900+iallsel*enddo*do,i,1,2cp,next,all,101800+i+11,101900+i+11*enddoallsel*do,i,4,5,1cp,next,all,101800+i+11,101900+i+11*enddoallsel!************************************************************** ********!!桩节点和承台节点耦合nsel,s ,loc,z,-13nsel,r ,loc,y,-3,3nsel,r ,loc,x,8,20cp,next,all,allallselnsel,s ,loc,z,-13nsel,r ,loc,y,-3,3nsel,r ,loc,x,-8,-20cp,next,all,allallselnsel,s ,loc,z,-13nsel,r ,loc,y,122,128nsel,r ,loc,x,-8,-20cp,next,all,allallselnsel,s ,loc,z,-13nsel,r ,loc,y,122,128nsel,r ,loc,x,8,20cp,next,all,allallselnsel,s ,loc,z,-13nsel,r ,loc,y,-122,-128nsel,r ,loc,x,8,20cp,next,all,allallselnsel,s ,loc,z,-13nsel,r ,loc,y,-122,-128nsel,r ,loc,x,-8,-20cp,next,all,allallsel!************************************************************** ********!将吊杆转动进行放松*do,i,1,17,1cp,next,ux,i*100+4,i*100+4+3000cp,next,ux,i*100+4+6000,i*100+4+10000cp,next,uy,i*100+4,i*100+4+3000cp,next,uy,i*100+4+6000,i*100+4+10000cp,next,uz,i*100+4,i*100+4+3000cp,next,uz,i*100+4+6000,i*100+4+10000cp,next,ux,i*100+4+10,i*100+4+3000+10cp,next,ux,i*100+4+6000+10,i*100+4+10000+10cp,next,uy,i*100+4+10,i*100+4+3000+10cp,next,uy,i*100+4+6000+10,i*100+4+10000+10cp,next,uz,i*100+4+10,i*100+4+3000+10cp,next,uz,i*100+4+6000+10,i*100+4+10000+10cp,next,ux,i*100+4+100000,i*100+4+3000+100000cp,next,ux,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,uy,i*100+4+100000,i*100+4+3000+100000cp,next,uy,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,uz,i*100+4+100000,i*100+4+3000+100000cp,next,uz,i*100+4+6000+100000,i*100+4+10000+100000 cp,next,ux,i*100+4+100000+10,i*100+4+3000+100000+10 cp,next,ux,i*100+4+6000+100000+10,i*100+4+10000+100 000+10cp,next,uy,i*100+4+100000+10,i*100+4+3000+100000+10cp,next,uy,i*100+4+6000+100000+10,i*100+4+10000+100 000+10cp,next,uz,i*100+4+100000+10,i*100+4+3000+100000+10 cp,next,uz,i*100+4+6000+100000+10,i*100+4+10000+100 000+10*enddoallsel!************************************************************** ********!将土弹簧的一端约束allsel!nsel,u,,,erasensel,s,loc,x,13.5nsel,a,loc,x,9nsel,a,loc,x,18nsel,a,loc,x,-11.5nsel,a,loc,x,-7nsel,a,loc,x,-16nsel,a,loc,y,3.7nsel,a,loc,y,-1.7nsel,a,loc,y,128.7nsel,a,loc,y,123.3nsel,a,loc,y,-128.7nsel,a,loc,y,-123.3nsel,r,loc,z,-40,-13d,all,allallselnsel,s,loc,z,-36.5d,all,all/color,pbak,off/replotallselnsel,s,loc,y,0nsel,r,loc,z,0nummrg,node,allesel,noneallsel!************************************************************** ********!工况1 不包括桥面板时，求横梁和纵梁的总重量/soluallselmpdele,dens,allmp,dens,3,2600mp,dens,4,2600acel,,,9.8pstres,onsolvesave! 总重量：0.65064E+08 N!************************************************************** *********!工况2 恒载下调节预拱度首先只有拱肋自重作用下的拱的变位/soluallselmpdele,dens,3,11,1mp,dens,1,7800mp,dens,2,2600*do,i,1,17,1r,1000+i,dgarea,0*enddor,101,xgarea,0r,102,xgarea,0acel,,,9.8solve!************************************************************** *********!工况3一期恒载（包括桥面板）作用下的无预应力状态/soluallsel*do,i,1,17,1。
钢筋混凝土梁ansys分析附命令流
钢筋混凝⼟梁ansys分析附命令流钢筋混凝⼟⾮线性分析2015⼤作业上海交通⼤学陈明1、参数选择梁的截⾯宽度为200mm，上部配置2Φ8受压筋，混凝⼟的净保护层厚度为25 mm（从纵向钢筋外边缘算起），箍筋两端区采⽤8@100的双肢箍，中间区取8@200 双肢箍1）梁的截⾯⾼度选300mm；2）两加载间的距离选1000mm；3）混凝⼟选C30；4）纵向受拉钢筋配筋选218；2、描述选⽤的有限元模型及单元的特点采⽤ansys软件进⾏模拟计算，钢筋混凝⼟模型采⽤分离式模型，不考虑钢筋与混凝⼟之间的相对滑移。
混凝⼟采⽤solid65单元模拟，solid65⽤于模拟三维有钢筋或⽆钢筋的混凝⼟模型。
该单元能够计算拉裂和压碎。
在混凝⼟应⽤中，该单元的实体功能可以⽤于建⽴混凝⼟模型，同时，还可⽤加筋功能建⽴钢筋混凝⼟模型。
另外，该单元还可以应⽤于加强复合物和地质材料。
该单元由⼋个节点定义，每个节点有三个⾃由度:节点坐标系的x，y，z⽅向的平动。
⾄多可以定义三种不同规格的钢筋。
钢筋单元采⽤link180单元模拟，link180是⼀个适⽤于各类⼯程应⽤的三维杆单元。
根据具体情况，该单元可以被看作桁架单元、索单元、链杆单元或弹簧单元等等。
本单元是⼀个轴向拉伸⼀压缩单元，每个节点有三个⾃由度:节点坐标系的x，y，z⽅向的平动。
本单元是⼀种顶端铰接结构，不考虑单元弯曲。
本单元具有塑性、蠕变、旋转、⼤变形和⼤应变功能。
缺省时，当考虑⼤变形时任何分析中LINK180单元都包括应⼒刚化选项。
3、描述选⽤的混凝⼟与钢筋粘结滑移本构关系的具体形式、参数等。
钢筋的应⼒应变关系曲线考虑到极限塑性应变最⼤值为0.01,钢筋本构模型采⽤多线性模型kinh，初始弹性模量为Es=200000Mpa，强化系数为0.001。
混凝⼟的应⼒应变关系曲线混凝⼟选⽤各向同性的miso模型，当计⼊下降端时，程序报错，所以只取了前⾯的上升段，⽤5段折线模拟混凝⼟应⼒应变曲线。
ansys混凝土浇筑命令流
ansys混凝土浇筑命令流/CLEAR/FILNAME,CT,1/TITLE,CT01*SET,T1,1 !第一层开始浇筑时间*SET,T2,8 !第二层开始浇筑时间*SET,TZZ,30 !终止时间*SET,cdiam,0.028 !水管径*SET,carea,3.14*cdiam*cdiam/4 !水管面积*SET,massflow,28800 !管内流体质量流率（kg/d）*SET,KX1,234 !混凝土导热系数*SET,C1,0.963 !混凝土比热*SET,DENSE1,2400 !砼密度*SET,KX2,50.1 !水导热系数*SET,C2,4.2 !水比热*SET,DENSE2,1000 !水密度*SET,DLD,588 !上层表面放热系数$*SET,DLB,994 !底层放热系数$*SET,DLC,1983 !侧面放热系数*SET,Q_SUM,326*377 !单位水化热总量*SET,TEMP_q,19 !大气温度*SET,TEMP_c,22 !砼温度*SET,TEMP_w,17 !水流温度/PREP7ET,1,70 !定义单元solid70et,2,116,1,2 !单元fluid116MP,KXX,1,KX1 !单元70 材料MP,C,1,C1MP,DENS,1,DENSE1MP,KXX,2,KX2 !单元116材料MP,C,2,C2MP,DENS,2,DENSE2MP,HF,2,3574r,1,cdiam,carea,1 !单元116实常数!建立实体模型K,1,0,0,0$K,2,12.19,0,0$K,3,12.19,0,8.25$K,4,0,0,8.25K,5,12.65,0,8.25K,6,15.15,0,0$A,1,2,3,4A,2,3,5,6$ASEL,ALL$VEXT,ALL,,,,5 !通过偏移量由面生成体ALLSEL,ALL !选择所有的实体VGLUE,ALL !体粘接NUMMRG,ALL !对实体进行合并$NUMCMP,ALL !压缩所定义项的编号TYPE, 1 !划分模型 !指定单元类型属性指示器FLST,5,4,4,ORDE,4FITEM,5,1FITEM,5,3FITEM,5,8FITEM,5,10CM,_Y,LINE !由所选择的实体生成一个元件LSEL, , , ,P51X !p51x说包含你用鼠标选取的所有线CM,_Y1,LINECMSEL,,_Y !选择一组元件或部件子集LESIZE,_Y1, , ,23, , , , ,1 !对选择的线设置网格单元大小23为分段数1修改所有已选择的线FLST,5,6,4,ORDE,6 !为某一命令选择操作实体时产生的FITEM,5,2FITEM,5,4FITEM,5,6FITEM,5,11FITEM,5,17CM,_Y,LINELSEL, , , ,P51XCM,_Y1,LINE CMSEL,,_YLESIZE,_Y1, , ,33, , , , ,1 FLST,5,6,4,ORDE,4 FITEM,5,12FITEM,5,-15FITEM,5,19FITEM,5,-20CM,_Y,LINELSEL, , , ,P51XCM,_Y1,LINE CMSEL,,_YLESIZE,_Y1, , ,10, , , , ,1 FLST,5,4,4,ORDE,4 FITEM,5,5FITEM,5,7FITEM,5,16FITEM,5,18CM,_Y,LINELSEL, , , ,P51XCM,_Y1,LINE CMSEL,,_YLESIZE,_Y1, , ,5, , , , ,1 FLST,5,2,6,ORDE,2 !6为实体FITEM,5,-2CM,_Y,VOLUVSEL, , , ,P51XCM,_Y1,VOLUCHKMSH,'VOLU' !用来检查网格质量的，可查看你画的网格是否有警告单元，或err单元CMSEL,S,_YVSWEEP,_Y1 !利用与体邻近的面单元采用扫琼方式对体进行网格划分CMDELE,_Y !删除一个现存的元件或部件CMDELE,_Y1CMDELE,_Y2NSEL,S,LOC,Y,1 !选择第一层水管节点FLST,5,242,1,ORDE,212FITEM,5,1916FITEM,5,2174FITEM,5,2184FITEM,5,2200FITEM,5,2209FITEM,5,2218FITEM,5,2227FITEM,5,2236FITEM,5,2245FITEM,5,2254FITEM,5,2263FITEM,5,2272FITEM,5,2281FITEM,5,2299 FITEM,5,2308 FITEM,5,2317 FITEM,5,2326 FITEM,5,2335 FITEM,5,2344 FITEM,5,2353 FITEM,5,2362 FITEM,5,2371 FITEM,5,2380 FITEM,5,2389 FITEM,5,2414 FITEM,5,2429 FITEM,5,2438 FITEM,5,2447 FITEM,5,2456 FITEM,5,2465 FITEM,5,2474 FITEM,5,2483 FITEM,5,2492 FITEM,5,2501 FITEM,5,2510 FITEM,5,2519 FITEM,5,2528 FITEM,5,2537 FITEM,5,2546 FITEM,5,2555 FITEM,5,2564 FITEM,5,2573FITEM,5,2591 FITEM,5,2600 FITEM,5,2609 FITEM,5,2618 FITEM,5,2643 FITEM,5,2658 FITEM,5,2946 FITEM,5,2955 FITEM,5,2964 FITEM,5,2973 FITEM,5,2981 FITEM,5,3021 FITEM,5,-3052 FITEM,5,3311 FITEM,5,3326 FITEM,5,3335 FITEM,5,3344 FITEM,5,3353 FITEM,5,3360 FITEM,5,3369 FITEM,5,3378 FITEM,5,3387 FITEM,5,3396 FITEM,5,3405 FITEM,5,3414 FITEM,5,3423 FITEM,5,3432 FITEM,5,3441 FITEM,5,3450FITEM,5,3468 FITEM,5,3477 FITEM,5,3486 FITEM,5,3495 FITEM,5,3504 FITEM,5,3513 FITEM,5,3522 FITEM,5,3531 FITEM,5,3540 FITEM,5,3549 FITEM,5,3558 FITEM,5,3567 FITEM,5,3576 FITEM,5,3585 FITEM,5,3594 FITEM,5,3603 FITEM,5,3612 FITEM,5,3621 FITEM,5,3630 FITEM,5,3639 FITEM,5,3648 FITEM,5,3657 FITEM,5,3666 FITEM,5,3675 FITEM,5,3684 FITEM,5,3693 FITEM,5,3702 FITEM,5,3711 FITEM,5,3720FITEM,5,3738 FITEM,5,3747 FITEM,5,3756 FITEM,5,3765 FITEM,5,3774 FITEM,5,3783 FITEM,5,3792 FITEM,5,3801 FITEM,5,3810 FITEM,5,3819 FITEM,5,3828 FITEM,5,3837 FITEM,5,3846 FITEM,5,3855 FITEM,5,3864 FITEM,5,3873 FITEM,5,3882 FITEM,5,3891 FITEM,5,3900 FITEM,5,3909 FITEM,5,3918 FITEM,5,3927 FITEM,5,3936 FITEM,5,3945 FITEM,5,3954 FITEM,5,3963 FITEM,5,3972 FITEM,5,3981 FITEM,5,3990FITEM,5,4008 FITEM,5,4017 FITEM,5,4026 FITEM,5,4035 FITEM,5,4044 FITEM,5,4053 FITEM,5,4062 FITEM,5,4071 FITEM,5,4080 FITEM,5,4089 FITEM,5,4098 FITEM,5,4107 FITEM,5,4116 FITEM,5,4125 FITEM,5,4134 FITEM,5,4143 FITEM,5,4152 FITEM,5,4161 FITEM,5,4170 FITEM,5,4179 FITEM,5,4188 FITEM,5,4197 FITEM,5,4206 FITEM,5,4215 FITEM,5,4224 FITEM,5,4233 FITEM,5,4242 FITEM,5,4251 FITEM,5,4260FITEM,5,4278 FITEM,5,4287 FITEM,5,4296 FITEM,5,4305 FITEM,5,4314 FITEM,5,4323 FITEM,5,4332 FITEM,5,4341 FITEM,5,4350 FITEM,5,4359 FITEM,5,4368 FITEM,5,4377 FITEM,5,4386 FITEM,5,4395 FITEM,5,4404 FITEM,5,4413 FITEM,5,4422 FITEM,5,4431 FITEM,5,4440 FITEM,5,4449 FITEM,5,4458 FITEM,5,4467 FITEM,5,4476 FITEM,5,4485 FITEM,5,4494 FITEM,5,4503 FITEM,5,4518 FITEM,5,4806 FITEM,5,5094FITEM,5,5670 FITEM,5,5958 FITEM,5,6246 FITEM,5,6534 FITEM,5,6822 FITEM,5,7110 FITEM,5,7398 FITEM,5,7686 FITEM,5,7974 FITEM,5,8262FITEM,5,8550 FITEM,5,8838 FITEM,5,9126 FITEM,5,9414 FITEM,5,9702 FITEM,5,9990 FITEM,5,10278 FITEM,5,10566 NSEL,U, , ,P51X NPLOT !显示节点编号FLST,5,362,1,ORDE,333 FITEM,5,1885 FITEM,5,-1915 FITEM,5,4527 FITEM,5,4536 FITEM,5,4545 FITEM,5,4554 FITEM,5,4563FITEM,5,4581 FITEM,5,4590 FITEM,5,4599 FITEM,5,4608 FITEM,5,4617 FITEM,5,4626 FITEM,5,4635 FITEM,5,4644 FITEM,5,4653 FITEM,5,4662 FITEM,5,4671 FITEM,5,4680 FITEM,5,4689 FITEM,5,4698 FITEM,5,4707 FITEM,5,4716 FITEM,5,4725 FITEM,5,4734 FITEM,5,4743 FITEM,5,4752 FITEM,5,4761 FITEM,5,4770 FITEM,5,4779 FITEM,5,4788 FITEM,5,5112 FITEM,5,5121 FITEM,5,5130 FITEM,5,5139 FITEM,5,5148FITEM,5,5166 FITEM,5,5175 FITEM,5,5184 FITEM,5,5193 FITEM,5,5202 FITEM,5,5211 FITEM,5,5220 FITEM,5,5229 FITEM,5,5238 FITEM,5,5247 FITEM,5,5256 FITEM,5,5265 FITEM,5,5274 FITEM,5,5283 FITEM,5,5292 FITEM,5,5301 FITEM,5,5310 FITEM,5,5319 FITEM,5,5328 FITEM,5,5337 FITEM,5,5346 FITEM,5,5355 FITEM,5,5364 FITEM,5,5373 FITEM,5,5679 FITEM,5,5688 FITEM,5,5697 FITEM,5,5706 FITEM,5,5715FITEM,5,5733 FITEM,5,5742 FITEM,5,5751 FITEM,5,5760 FITEM,5,5769 FITEM,5,5778 FITEM,5,5787 FITEM,5,5796 FITEM,5,5805 FITEM,5,5814 FITEM,5,5823 FITEM,5,5832 FITEM,5,5841 FITEM,5,5850 FITEM,5,5859 FITEM,5,5868 FITEM,5,5877 FITEM,5,5886 FITEM,5,5895 FITEM,5,5904 FITEM,5,5913 FITEM,5,5922 FITEM,5,5931 FITEM,5,5940 FITEM,5,6264 FITEM,5,6273 FITEM,5,6282 FITEM,5,6291 FITEM,5,6300FITEM,5,6318 FITEM,5,6327 FITEM,5,6336 FITEM,5,6345 FITEM,5,6354 FITEM,5,6363 FITEM,5,6372 FITEM,5,6381 FITEM,5,6390 FITEM,5,6399 FITEM,5,6408 FITEM,5,6417 FITEM,5,6426 FITEM,5,6435 FITEM,5,6444 FITEM,5,6453 FITEM,5,6462 FITEM,5,6471 FITEM,5,6480 FITEM,5,6489 FITEM,5,6498 FITEM,5,6507 FITEM,5,6516 FITEM,5,6525 FITEM,5,6831 FITEM,5,6840 FITEM,5,6849 FITEM,5,6858 FITEM,5,6867FITEM,5,6885 FITEM,5,6894 FITEM,5,6903 FITEM,5,6912 FITEM,5,6921 FITEM,5,6930 FITEM,5,6939 FITEM,5,6948 FITEM,5,6957 FITEM,5,6966 FITEM,5,6975 FITEM,5,6984 FITEM,5,6993 FITEM,5,7002 FITEM,5,7011 FITEM,5,7020 FITEM,5,7029 FITEM,5,7038 FITEM,5,7047 FITEM,5,7056 FITEM,5,7065 FITEM,5,7074 FITEM,5,7083 FITEM,5,7092 FITEM,5,7407 FITEM,5,7416 FITEM,5,7425 FITEM,5,7434 FITEM,5,7443FITEM,5,7461 FITEM,5,7470 FITEM,5,7479 FITEM,5,7488 FITEM,5,7497 FITEM,5,7506 FITEM,5,7515 FITEM,5,7524 FITEM,5,7533 FITEM,5,7542 FITEM,5,7551 FITEM,5,7560 FITEM,5,7569 FITEM,5,7578 FITEM,5,7587 FITEM,5,7596 FITEM,5,7605 FITEM,5,7614 FITEM,5,7623 FITEM,5,7632 FITEM,5,7641 FITEM,5,7650 FITEM,5,7659 FITEM,5,7668 FITEM,5,7677 FITEM,5,7983 FITEM,5,7992 FITEM,5,8001 FITEM,5,8010FITEM,5,8028 FITEM,5,8037 FITEM,5,8046 FITEM,5,8055 FITEM,5,8064 FITEM,5,8073 FITEM,5,8082 FITEM,5,8091 FITEM,5,8100 FITEM,5,8109 FITEM,5, 8118 FITEM,5,8127 FITEM,5,8136 FITEM,5,8145 FITEM,5,8154 FITEM,5,8163 FITEM,5,8172 FITEM,5,8181 FITEM,5,8190 FITEM,5,8199 FITEM,5,8208 FITEM,5,8217 FITEM,5,8226 FITEM,5,8235 FITEM,5,8244 FITEM,5,8568 FITEM,5,8577 FITEM,5,8586FITEM,5,8604 FITEM,5,8613 FITEM,5,8622 FITEM,5,8631 FITEM,5,8640 FITEM,5,8649 FITEM,5,8658 FITEM,5,8667 FITEM,5,8676 FITEM,5,8685 FITEM,5,8694 FITEM,5,8703 FITEM,5,8712 FITEM,5,8721 FITEM,5,8730 FITEM,5,8739 FITEM,5,8748 FITEM,5,8757 FITEM,5,8766 FITEM,5,8775 FITEM,5,8784 FITEM,5,8793 FITEM,5,8802 FITEM,5,8811 FITEM,5,8820 FITEM,5,8829 FITEM,5,9135 FITEM,5,9144 FITEM,5,9153FITEM,5,9171 FITEM,5,9180 FITEM,5,9189 FITEM,5,9198 FITEM,5,9207 FITEM,5,9216 FITEM,5,9225 FITEM,5,9234 FITEM,5,9243 FITEM,5,9252 FITEM,5,9261 FITEM,5,9270 FITEM,5,9279 FITEM,5,9288 FITEM,5,9297 FITEM,5,9306 FITEM,5,9315 FITEM,5,9324 FITEM,5,9333 FITEM,5,9342 FITEM,5,9351 FITEM,5,9360 FITEM,5,9369 FITEM,5,9378 FITEM,5,9387 FITEM,5,9396 FITEM,5,9720 FITEM,5,9729 FITEM,5,9738FITEM,5,9756 FITEM,5,9765 FITEM,5,9774 FITEM,5,9783 FITEM,5,9792 FITEM,5,9801 FITEM,5,9810 FITEM,5,9819 FITEM,5,9828 FITEM,5,9837 FITEM,5,9846 FITEM,5,9855 FITEM,5,9864 FITEM,5,9873 FITEM,5,9882 FITEM,5,9891 FITEM,5,9900 FITEM,5,9909 FITEM,5,9918 FITEM,5,9927 FITEM,5,9936 FITEM,5,9945 FITEM,5,9954 FITEM,5,9963 FITEM,5,9972 FITEM,5,9981 FITEM,5,10287 FITEM,5,10296 FITEM,5,10305FITEM,5,10323 FITEM,5,10332 FITEM,5,10341 FITEM,5,10350 FITEM,5,10359 FITEM,5,10368 FITEM,5,10377 FITEM,5,10386 FITEM,5,10395 FITEM,5,10404 FITEM,5,10413 FITEM,5,10422 FITEM,5,10431 FITEM,5,10440 FITEM,5,10449 FITEM,5,10458 FITEM,5,10467 FITEM,5,10476 FITEM,5,10485 FITEM,5,10494 FITEM,5,10503 FITEM,5,10512 FITEM,5,10521 FITEM,5,10530 FITEM,5,10539 FITEM,5,10548 NSEL,U, , ,P51X NPLOTFLST,5,20,1,ORDE,20FITEM,5,4815FITEM,5,5085FITEM,5,5391FITEM,5,5661FITEM,5,5967FITEM,5,6237FITEM,5,6543FITEM,5,6813FITEM,5,7389FITEM,5,7965FITEM,5,8271FITEM,5,8541FITEM,5,8847FITEM,5,9117FITEM,5,9423FITEM,5,9693FITEM,5,9999FITEM,5,10269FITEM,5,10845NSEL,U, , ,P51XNSEL,A,NODE,,10573,10574,1NSEL,A,NODE,,7693,7694,1NSEL,A,NODE,,7117,7118,1NSEL,A,NODE,,2665,2666,1CM,NODE1,NODENGEN,2,100000,ALL !创建第一层水管单元ngen复制节点TYPE,2MAT,2REAL,1 !单元实常数属性指示器E,110573,110574,10573,10574 !通过节点相连生成一个单元E,110574,110575,10574,10575*do,i,1,29,1e,110575+(i-1)*9,110584+(i-1)*9,10575+(i-1)*9,10584+(i-1)*9*enddoe,110836,110557,10836,10557e,110557,110260,10557,10260*do,i,1,28,1e,110260-(i-1)*9,110251-(i-1)*9,10260-(i-1)*9,10251-(i-1)*9 *enddoe,110008,109711,10008,9711e,109711,109432,9711,9432*do,i,1,28,1e,109432+(i-1)*9,109441+(i-1)*9,9432+(i-1)*9,9441+(i-1)*9 *enddoe,109684,109405,9684,9405e,109405,109108,9405,9108*do,i,1,28,1e,109108-(i-1)*9,109099-(i-1)*9,9108-(i-1)*9,9099-(i-1)*9*enddoe,108856,108559,8856,8559e,108559,108280,8559,8280*do,i,1,28,1e,108280+(i-1)*9,108289+(i-1)*9,8280+(i-1)*9,8289+(i-1)*9 *enddoe,108532,108253,8532,8253e,108253,107956,8253,7956*do,i,1,29,1e,107956-(i-1)*9,107947-(i-1)*9,7956-(i-1)*9,7947-(i-1)*9 *enddoE,107695,107694,7695,7694E,107694,107693,7694,7693E,102665,102666,2665,2666E,102666,102667,2666,2667*do,i,1,29,1e,102667+(i-1)*9,102676+(i-1)*9,2667+(i-1)*9,2676+(i-1)*9 *enddoe,102928,104797,2928,4797e,104797,105076,4797,5076*do,i,1,28,1e,105076-(i-1)*9,105067-(i-1)*9,5076-(i-1)*9,5067-(i-1)*9 *enddoe,104824,105103,4824,5103e,105103,105400,5103,5400*do,i,1,28,1e,105400+(i-1)*9,105409+(i-1)*9,5400+(i-1)*9,5409+(i-1)*9 *enddoe,105652,105949,5652,5949e,105949,106228,5949,6228*do,i,1,28,1e,106228-(i-1)*9,106219-(i-1)*9,6228-(i-1)*9,6219-(i-1)*9 *enddoe,105976,106255,5976,6255e,106255,106552,6255,6552*do,i,1,28,1e,106552+(i-1)*9,106561+(i-1)*9,6552+(i-1)*9,6561+(i-1)*9 *enddoe,106804,107101,6804,7101e,107101,107380,7101,7380*do,i,1,29,1e,107380-(i-1)*9,107371-(i-1)*9,7380-(i-1)*9,7371-(i-1)*9 *enddoE,107119,107118,7119,7118E,107118,107117,7118,7117 ! 第一层水管单元创建完毕! 选择第二层水管节点allsel,allNSEL,S,LOC,Y,3NSEL,U,LOC,X,0NSEL,U,LOC,z,0NSEL,U,LOC,Z,7.9,8.25NSEL,R,LOC,X,0.2,12.20FLST,5,351,1,ORDE,351FITEM,5,2933FITEM,5,4523FITEM,5,4532FITEM,5,4541FITEM,5,4550FITEM,5,4559FITEM,5,4568FITEM,5,4577FITEM,5,4586FITEM,5,4595FITEM,5,4604FITEM,5,4613FITEM,5,4622FITEM,5,4640 FITEM,5,4649 FITEM,5,4658 FITEM,5,4667 FITEM,5,4676 FITEM,5,4685 FITEM,5,4694 FITEM,5,4703 FITEM,5,4712 FITEM,5,4721 FITEM,5,4730 FITEM,5,4739 FITEM,5,4748 FITEM,5,4757 FITEM,5,4766 FITEM,5,4775 FITEM,5,4784 FITEM,5,4811 FITEM,5,5081 FITEM,5,5108 FITEM,5,5117 FITEM,5,5126 FITEM,5,5135 FITEM,5,5144 FITEM,5,5153 FITEM,5,5162 FITEM,5,5171 FITEM,5,5180 FITEM,5,5189FITEM,5,5207 FITEM,5,5216 FITEM,5,5225 FITEM,5,5234 FITEM,5,5243 FITEM,5,5252 FITEM,5,5261 FITEM,5,5270 FITEM,5,5279 FITEM,5,5288 FITEM,5,5297 FITEM,5,5306 FITEM,5,5315 FITEM,5,5324 FITEM,5,5333 FITEM,5,5342 FITEM,5,5351 FITEM,5,5360 FITEM,5,5369 FITEM,5,5387 FITEM,5,5657 FITEM,5,5675 FITEM,5,5684 FITEM,5,5693 FITEM,5,5702 FITEM,5,5711 FITEM,5,5720 FITEM,5,5729 FITEM,5,5738FITEM,5,5756 FITEM,5,5765 FITEM,5,5774 FITEM,5,5783 FITEM,5,5792 FITEM,5,5801 FITEM,5,5810 FITEM,5,5819 FITEM,5,5828 FITEM,5,5837 FITEM,5,5846 FITEM,5,5855 FITEM,5,5864 FITEM,5,5873 FITEM,5,5882 FITEM,5,5891 FITEM,5,5900 FITEM,5,5909 FITEM,5,5918 FITEM,5,5927 FITEM,5,5936 FITEM,5,5963 FITEM,5,6233 FITEM,5,6260 FITEM,5,6269 FITEM,5,6278 FITEM,5,6287 FITEM,5,6296FITEM,5,6314 FITEM,5,6323 FITEM,5,6332 FITEM,5,6341 FITEM,5,6350 FITEM,5,6359 FITEM,5,6368 FITEM,5,6377 FITEM,5,6386 FITEM,5,6395 FITEM,5,6404 FITEM,5,6413 FITEM,5,6422 FITEM,5,6431 FITEM,5,6440 FITEM,5,6449 FITEM,5,6458 FITEM,5,6467 FITEM,5,6476 FITEM,5,6485 FITEM,5,6494 FITEM,5,6503 FITEM,5,6512 FITEM,5,6521 FITEM,5,6539 FITEM,5,6809 FITEM,5,6827 FITEM,5,6836 FITEM,5,6845FITEM,5,6863 FITEM,5,6872 FITEM,5,6881 FITEM,5,6890 FITEM,5,6899 FITEM,5,6908 FITEM,5,6917 FITEM,5,6926 FITEM,5,6935 FITEM,5,6944 FITEM,5,6953 FITEM,5,6962 FITEM,5,6971 FITEM,5,6980 FITEM,5,6989 FITEM,5,6998 FITEM,5,7007 FITEM,5,7016 FITEM,5,7025 FITEM,5,7034 FITEM,5,7043 FITEM,5,7052 FITEM,5,7061 FITEM,5,7070 FITEM,5,7079 FITEM,5,7088 FITEM,5,7385 FITEM,5,7403 FITEM,5,7412FITEM,5,7430 FITEM,5,7439 FITEM,5,7448 FITEM,5,7457 FITEM,5,7466 FITEM,5,7475 FITEM,5,7484 FITEM,5,7493 FITEM,5,7502 FITEM,5,7511 FITEM,5,7520 FITEM,5,7529 FITEM,5,7538 FITEM,5,7547 FITEM,5,7556 FITEM,5,7565 FITEM,5,7574 FITEM,5,7583 FITEM,5,7592 FITEM,5,7601 FITEM,5,7610 FITEM,5,7619 FITEM,5,7628 FITEM,5,7637 FITEM,5,7646 FITEM,5,7655 FITEM,5,7664 FITEM,5,7673 FITEM,5,7961FITEM,5,7988 FITEM,5,7997 FITEM,5,8006 FITEM,5,8015 FITEM,5,8024 FITEM,5,8033 FITEM,5,8042 FITEM,5,8051 FITEM,5,8060 FITEM,5,8069 FITEM,5,8078 FITEM,5,8087 FITEM,5,8096 FITEM,5,8105 FITEM,5,8114 FITEM,5,8123 FITEM,5,8132 FITEM,5,8141 FITEM,5,8150 FITEM,5,8159 FITEM,5,8168 FITEM,5,8177 FITEM,5,8186 FITEM,5,8195 FITEM,5,8204 FITEM,5,8213 FITEM,5,8222 FITEM,5,8231 FITEM,5,8240FITEM,5,8537 FITEM,5,8564 FITEM,5,8573 FITEM,5,8582 FITEM,5,8591 FITEM,5,8600 FITEM,5,8609 FITEM,5,8618 FITEM,5,8627 FITEM,5,8636 FITEM,5,8645 FITEM,5,8654 FITEM,5,8663 FITEM,5,8672 FITEM,5,8681 FITEM,5,8690 FITEM,5,8699 FITEM,5,8708 FITEM,5,8717 FITEM,5,8726 FITEM,5,8735 FITEM,5,8744 FITEM,5,8753 FITEM,5,8762 FITEM,5,8771 FITEM,5,8780 FITEM,5,8789 FITEM,5,8798 FITEM,5,8807FITEM,5,8825 FITEM,5,8843 FITEM,5,9113 FITEM,5,9131 FITEM,5,9140 FITEM,5,9149 FITEM,5,9158 FITEM,5,9167 FITEM,5,9176 FITEM,5,9185 FITEM,5,9194 FITEM,5,9203 FITEM,5,9212 FITEM,5,9221 FITEM,5,9230 FITEM,5,9239 FITEM,5,9248 FITEM,5,9257 FITEM,5,9266 FITEM,5,9275 FITEM,5,9284 FITEM,5,9293 FITEM,5,9302 FITEM,5,9311 FITEM,5,9320 FITEM,5,9329 FITEM,5,9338 FITEM,5,9347 FITEM,5,9356FITEM,5,9374 FITEM,5,9383 FITEM,5,9392 FITEM,5,9419 FITEM,5,9689 FITEM,5,9716 FITEM,5,9725 FITEM,5,9734 FITEM,5,9743 FITEM,5,9752 FITEM,5,9761 FITEM,5,9770 FITEM,5,9779 FITEM,5,9788 FITEM,5,9797 FITEM,5,9806 FITEM,5,9815 FITEM,5,9824 FITEM,5,9833 FITEM,5,9842 FITEM,5,9851 FITEM,5,9860 FITEM,5,9869 FITEM,5,9878 FITEM,5,9887 FITEM,5,9896 FITEM,5,9905 FITEM,5,9914FITEM,5,9932 FITEM,5,9941 FITEM,5,9950 FITEM,5,9959 FITEM,5,9968 FITEM,5,9977 FITEM,5,9995 FITEM,5,10265 FITEM,5,10283 FITEM,5,10292 FITEM,5,10301 FITEM,5,10310 FITEM,5,10319 FITEM,5,10328 FITEM,5,10337 FITEM,5,10346 FITEM,5,10355 FITEM,5,10364 FITEM,5,10373 FITEM,5,10382 FITEM,5,10391 FITEM,5,10400 FITEM,5,10409 FITEM,5,10418 FITEM,5,10427 FITEM,5,10436 FITEM,5,10445 FITEM,5,10454 FITEM,5,10463FITEM,5,10481 FITEM,5,10490 FITEM,5,10499 FITEM,5,10508 FITEM,5,10517 FITEM,5,10526 FITEM,5,10535 FITEM,5,10544 FITEM,5,10841 NSEL,U, , ,P51X NSEL,A,NODE,,1506 NSEL,A,NODE,,10568 NSEL,A,NODE,,10569 NSEL,A,NODE,,10570NSEL,A,NODE,,7690 NSEL,A,NODE,,7689 NSEL,A,NODE,,7688 NSEL,A,NODE,,1186 NSEL,A,NODE,,7114 NSEL,A,NODE,,7113 NSEL,A,NODE,,7112 NSEL,A,NODE,,1122 NSEL,A,NODE,,2662 NSEL,A,NODE,,2661 NSEL,A,NODE,,2660 NSEL,A,NODE,,1567 cm,node2,nodengen,2,200000,allcm,node2_,node!创建第二层水管单元TYPE,2MAT,2REAL,1E,201506,210568,1506,10568E,210568,210569,10568,10569E,210569,210570,210569,210570E,210570,210571,10570,10571*do,i,1,29,1$e,200000+10571+(i-1)*9,200000+10580+(i-1)*9,10571+(i-1)*9,10580+(i-1)*9$*enddo$e,210832,210553,10832,10553$e,210553,210256,10553,10256*do,i,1,28,1$e,200000+10256-(i-1)*9,200000+10247-(i-1)*9,10256-(i-1)*9,10247-(i-1)*9$*enddo$e,200000+10004,200000+9707,10004,9707$e,200000+9707,200000+9428,9707,9428*do,i,1,28,1$e,200000+9428+(i-1)*9,200000+9437+(i-1)*9,9428+(i-1)*9,9437+(i-1)*9$*enddo$e,200000+9680,200000+9401,9680,9401$e,200000+9401,200000+9104,9401,9104*do,i,1,28,1$e,200000+9104-(i-1)*9,200000+9095-(i-1)*9,9104-(i-1)*9,9095-(i-1)*9$*enddo$e,200000+8852,200000+8555,8852,8555$e,200000+8555,200000+8276,8555,8276*do,i,1,28,1$e,200000+8276+(i-1)*9,200000+8285+(i-1)*9,8276+(i-1)*9,8285+(i-1)*9$*enddo$e,200000+8528,200000+8249,8528,8249$e,200000+8249,200000+7952,8249,7952*do,i,1,29,1$e,200000+7952-(i-1)*9,200000+7943-(i-1)*9,7952-(i-1)*9,7943-(i-1)*9$*enddoE,207691,207690,7691,7690E,207690,207689,7690,7689E,207689,207688,7689,7688E,207688,201186,7688,1186E,201567,202660,1567,2660E,202660,202661,2660,2661E,202661,202662,2661,2662E,202662,202663,2662,2663*do,i,1,29,1$e,200000+2663+(i-1)*9,200000+2672+(i-1)*9,2663+(i-1)*9,2672+(i-1)*9$*enddo$e,200000+2924,200000+4793,2924,4793$e,200000+4793,200000+5072,4793,5072$*do,i,1,28,1$e,200000+5072-(i-1)*9,200000+5063-(i-1)*9,5072-(i-1)*9,5063-(i-1)*9$*enddo$e,200000+4820,200000+5099,4820,5099$e,200000+5099,200000+5396,5099,5396$*do,i,1,28,1$e,200000+5396+(i-1)*9,200000+5405+(i-1)*9,5396+(i-1)*9,5405+(i-1)*9$*enddo$e,200000+5648,200000+5945,5648,5945$e,200000+5945,200000+6224,5945,6224$*do,i,1,28,1$e,200000+6224-(i-1)*9,200000+6215-(i-1)*9,6224-(i-1)*9,6215-(i-1)*9$*enddo$e,200000+5972,200000+6251,5972,6251$e,200000+6251,200000+6548,6251,6548$*do,i,1,28,1$e,200000+6548+(i-1)*9,200000+6557+(i-1)*9,6548+(i-1)*9,6557+(i-1)*9$*enddo$e,200000+6800,200000+7097,6800,7097$e,200000+7097,200000+7376,7097,7376$*do,i,1,29,1$e,200000+7376-(i-1)*9,200000+7367-(i-1)*9,7376-(i-1)*9,7367-(i-1)*9$*enddoE,207115,207114,7115,7114E,207114,207113,7114,7113E,207113,207112,7113,7112E,207112,201122,7112,1122!第二层水管创建完毕!选择第三层水管节点ALLSEL,ALLNSEL,S,LOC,Y,4NSEL,U,LOC,Z,0NSEL,U,LOC,Z,7.9,8.25NSEL,R,LOC,X,0.2,12.2FLST,5,351,1,ORDE,351FITEM,5,2931FITEM,5,4521FITEM,5,4530FITEM,5,4539FITEM,5,4548FITEM,5,4557FITEM,5,4566FITEM,5,4575FITEM,5,4584FITEM,5,4593FITEM,5,4602FITEM,5,4611FITEM,5,4620FITEM,5,4629FITEM,5,4647 FITEM,5,4656 FITEM,5,4665 FITEM,5,4674 FITEM,5,4683 FITEM,5,4692 FITEM,5,4701 FITEM,5,4710 FITEM,5,4719 FITEM,5,4728 FITEM,5,4737 FITEM,5,4746 FITEM,5,4755 FITEM,5,4764 FITEM,5,4773 FITEM,5,4782 FITEM,5,4809 FITEM,5,5079 FITEM,5,5106 FITEM,5,5115 FITEM,5,5124 FITEM,5,5133 FITEM,5,5142 FITEM,5,5151 FITEM,5,5160 FITEM,5,5169 FITEM,5,5178 FITEM,5,5187 FITEM,5,5196FITEM,5,5214 FITEM,5,5223 FITEM,5,5232 FITEM,5,5241 FITEM,5,5250 FITEM,5,5259 FITEM,5,5268 FITEM,5,5277 FITEM,5,5286 FITEM,5,5295 FITEM,5,5304 FITEM,5,5313 FITEM,5,5322 FITEM,5,5331 FITEM,5,5340 FITEM,5,5349 FITEM,5,5358 FITEM,5,5367 FITEM,5,5385 FITEM,5,5655 FITEM,5,5673 FITEM,5,5682 FITEM,5,5691 FITEM,5,5700 FITEM,5,5709 FITEM,5,5718 FITEM,5,5727 FITEM,5,5736 FITEM,5,5745FITEM,5,5763 FITEM,5,5772 FITEM,5,5781 FITEM,5,5790 FITEM,5,5799 FITEM,5,5808 FITEM,5,5817 FITEM,5,5826 FITEM,5,5835 FITEM,5,5844 FITEM,5,5853 FITEM,5,5862 FITEM,5,5871 FITEM,5,5880 FITEM,5,5889 FITEM,5,5898 FITEM,5,5907 FITEM,5,5916 FITEM,5,5925 FITEM,5,5934 FITEM,5,5961 FITEM,5,6231 FITEM,5,6258 FITEM,5,6267 FITEM,5,6276 FITEM,5,6285 FITEM,5,6294 FITEM,5,6303 FITEM,5,6312FITEM,5,6330 FITEM,5,6339 FITEM,5,6348 FITEM,5,6357 FITEM,5,6366 FITEM,5,6375 FITEM,5,6384 FITEM,5,6393 FITEM,5,6402 FITEM,5,6411 FITEM,5,6420 FITEM,5,6429 FITEM,5,6438 FITEM,5,6447 FITEM,5,6456 FITEM,5,6465 FITEM,5,6474 FITEM,5,6483 FITEM,5,6492 FITEM,5,6501 FITEM,5,6510 FITEM,5,6519 FITEM,5,6537 FITEM,5,6807 FITEM,5,6825 FITEM,5,6834 FITEM,5,6843 FITEM,5,6852 FITEM,5,6861FITEM,5,6879 FITEM,5,6888 FITEM,5,6897 FITEM,5,6906 FITEM,5,6915 FITEM,5,6924 FITEM,5,6933 FITEM,5,6942 FITEM,5,6951 FITEM,5,6960 FITEM,5,6969 FITEM,5,6978 FITEM,5,6987 FITEM,5,6996 FITEM,5,7005 FITEM,5,7014 FITEM,5,7023 FITEM,5,7032 FITEM,5,7041 FITEM,5,7050 FITEM,5,7059 FITEM,5,7068 FITEM,5,7077 FITEM,5,7086 FITEM,5,7383 FITEM,5,7401 FITEM,5,7410 FITEM,5,7419FITEM,5,7437 FITEM,5,7446 FITEM,5,7455 FITEM,5,7464 FITEM,5,7473 FITEM,5,7482 FITEM,5,7491 FITEM,5,7500 FITEM,5,7509 FITEM,5,7518 FITEM,5,7527 FITEM,5,7536 FITEM,5,7545 FITEM,5,7554 FITEM,5,7563 FITEM,5,7572 FITEM,5,7581 FITEM,5,7590 FITEM,5,7599 FITEM,5,7608 FITEM,5,7617 FITEM,5,7626 FITEM,5,7635 FITEM,5,7644 FITEM,5,7653 FITEM,5,7662 FITEM,5,7671 FITEM,5,7959 FITEM,5,7977FITEM,5,7995 FITEM,5,8004 FITEM,5,8013 FITEM,5,8022 FITEM,5,8031 FITEM,5,8040 FITEM,5,8049 FITEM,5,8058 FITEM,5,8067 FITEM,5,8076 FITEM,5,8085 FITEM,5,8094 FITEM,5,8103 FITEM,5,8112 FITEM,5,8121 FITEM,5,8130 FITEM,5,8139 FITEM,5,8148 FITEM,5,8157 FITEM,5,8166 FITEM,5,8175 FITEM,5,8184 FITEM,5,8193 FITEM,5,8202 FITEM,5,8211 FITEM,5,8220 FITEM,5,8229 FITEM,5,8238 FITEM,5,8265。
混凝土梁的ANSYS命令流
！ 水＊＊＊＊＊ ＊ ＊＊＊＊＊定义支座垫板的几何特性及材料特性＊＊＊＊＊＊ ＊ ＊
Ｅ ， Ｏ Ｉ４ Ｔ ３ Ｓ ＬＤ ５ ， Ｍ， ３３Ｏ １ ＰＥ， ． ０ Ｘ ， Ｅ
ＳＶ ＡＥ
！＊＊＊＊＊ 建立混凝土梁单元＊＊＊＊ ＊＊＊＊＊＊ ＊＊＊ ＊
附录 ２
Ｂ Ｏ Ｋ ０ Ｌ ０ ２ ， ． ＬＣ ， ０ ． ０ ０ ２ ， ， ５ ， ０ ＢＯ Ｋ ０ Ｌ０ ２ ， ５０ ０ ２ ＬＣ ， ， ５ ０ ３ ， ． ， ． ． ， ０ ＢＯ ＫＯ Ｌ ２ ， ５－ ． ０ ＬＣ ， ０ ５０ ３ ，０ １， ， ． ． ５ ＢＯ Ｋ ０ Ｌ０ ２ ， ５ ０２ ， ５ ＬＣ ， ， ５０ ３ ， ０ ０ ３ ， ． ． ． ． Ｖ Ｅ ， ． Ｓ ＬＡ Ｉ Ｌ ＶＬ ＥＡ Ｉ Ｇ Ｕ， Ｌ
ＳＶ ＡＥ
左翼缘构造筋
Ｌ 部构造钢筋划分网格 ［Ｅ ，， Ｅ，６ １， ＳｌＳ ＬＮ， １， １ Ｉ ６ ＬＥ， ＩＥ， ７１， Ｓ ＬＡ ＬＮ ，１， １ ， ７ ＬＴ ， ， ＡＴ ２ ３ ２ ， ＬＳ Ｚ ， ， ５ Ｅ ＩＥ Ａ Ｌ ００ Ｌ ．
ＬＥ ＩＡ Ｌ Ｍ ＳＩ Ｌ ， ｌ ｌＡＬ 名Ｅ ， Ｌ
Ｋ ２ ， ， ５ ０ １， ， ３ ５ ０ ０ ， ５ ４ ． ． ． Ｌ Ｔ ， ＳＲ ２ ， １ ２ ２ Ｌ Ｔ ， ＳＲ ２ ， ３ ２ ４
！＊＊＊＊＊下面纵向钢筋划分网格＊ ＊＊ ＊ ＊＊＊＊＊＊ ＊ ＊＊
ＬＥ ， ， Ｅ ， ３ １， Ｓ Ｌ Ｓ ＬＮ ， １， ２ Ｉ ５
Ｒ１ ，，
！ 定义混凝土的常数
Ｍ， ， ｅ０弹性模量要根据其他公式求 ＰＥ， ３ ｌ！ Ｘ１２ ４ ．
Ｍ ， Ｙ １０ ２ Ｐ Ｐ Ｘ ， ． Ｒ ， ０ Ｍ ， Ｓ ｌ２Ｅ 密度 ＰＤＮ ， ５３！ Ｅ ，
ANSYS中使用COMBIN39单元的实例
ANSYS中使用COMBIN39单元的实例1finish/clear/units,si/prep7antype,staticet,1,solid65r,1,MPTEMP,,,,,,,,MPTEMP,1,0MPDATA,EX,1,,1.97e9MPDATA,PRXY,1,,0.27TB,BKIN,1,1,2,1TBTEMP,0TBDA TA,,1.97e6,,,,,TB,CONC,1,1,9,TBTEMP,0TBDA TA,,0,1,0.4e6,-1,,TBDA TA,,,,,,,blc4,,,300,300,1400*do,i,1,8,1lesize,i,50*enddo*do,i,9,12,1lesize,i,100*enddovmesh,1et,2,link8 !是否应用PIPE 单元r,2,0.000576mp,ex,2,2.1e11mp,prxy,2,0.3type,2mat,2real,2k,11,150,150k,12,150,150,1400l,11,12lesize,13,100lmesh,13et,3,combin39keyopt,3,3,3 !定义Z方向弹簧mp,ex,3,36534r,3,0.012,340.98,0.023144013,676.822,0.041007667,1009.222rmore,0.060508355,1329.6,0.078506,1669.288667,0.13106,2006.533333 rmore,0.200204,2332.511333,0.297857,2678.866667,0.381036,3004.466667 rmore,0.491887,3340.466667,0.634276,3667.711333,2.961887,3864.733333 rmore,2.989726,3982.733333,3.05323,4143.8,3.141894,4204.355333 rmore,3.16088,4294.266667,3.232973,4385.644667,3.244492,4473.044667 rmore,3.333723,4047.6,type,3mat,3real,3e,37,736e,86,737*do,i,567,579,1e,i,i+171*enddosaveet,4,shell63r,4,0.015,0.015,0.015,0.015mp,ex,4,2.5e4mp,prxy,4,0.3type,4mat,4real,4asel,,,,3,6,1aatt,4,4,4,amesh,3,6,1allselfinish/solunsel,s,loc,z,1400nsel,r,loc,x,0d,all,allallselnsel,s,loc,z,1400nsel,r,loc,x,300d,all,allallseltime,0*do,i,1,11,1time,if,737,fz,5000*icnvtol,f,,0.1,2nropt,fulloutres,all,allnsubst,10nlgeom,onsolvefdele,all*enddo*do,i,12,25,1f,737,fz,55000+2500*(i-11)time,icnvtol,f,,0.05,2nropt,fulloutres,all,allnsubst,10nlgeom,onsolvefdele,all*enddoANSYS中使用COMBIN39单元的实例2/PREP7ANTYPE,TRANS ! NONLINEAR TRANSIENT DYNAMIC ANAL YSIS ET,1,COMBIN39,,,2 ! ELEMENT WITH DISPLACEMENT ALONG NODAL Y-AXISET,2,MASS21,,,4 ! MASS WITHOUT ROTARY INERTIAR,1,0.0,0.0,.1,.204,.2,.432 ! SPRING DA TARMORE,.3,.708,.4,1.056,.5,1.5RMORE,.6,2.064,.7,2.772,.8,3.648RMORE,.9,4.716,1.0,6.0R,2,2588E-6 ! MASS DATAN,1E,1,2TYPE,2REAL,2E,2D,1,ALLD,2,UXIC,2,UY,-1 ! INITIAL DISPLACEMENT AND VELOCITYKBC,1 ! STEP LOADINGSA VEFINISH/SOLUSOLCONTROL,0CNVTOL,F,1,1E-4 ! FORCE CONVERGENCE CRITERIAOUTRES,NSOL,1NSUBST,5OUTPR,BASIC,NONETIME,.0002 ! TIME TO ALLOW INITIAL CHANGE IN ACCELERATIONLSWRITE ! WRITE LOAD STEP FILE 1NSUBST,40OUTPR,BASIC,LASTTIME,0.18 ! TIME ARBITRARIL Y SELECTEDLSWRITE ! WRITE LOAD STEP FILE 2LSSOLVE,1,2,1 ! READ IN 2 LOAD STEPS AND SOLVEFINISH/POST26TIMERANGE,.003,.18NSOL,2,2,U,Y,2UYPRV AR,2 ! PRINT DISPLACEMENTS*GET,PER,V ARI,2,EXTREM,TMIN*status,parmFINISHfrp钢筋混凝土加固梁的粘结滑移问题我最近在做frp钢筋混凝土加固梁的剥离问题，采用ansys建立模型。
钢混凝土组合柱子ANSYS分析建模命令流
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_u2;sec_2;h=300hw_2;sec_2;w=300hw_2;sec_2;t1=10hw_2;sec_2;t2=15!梁截面尺寸hn250*125*6*9hn_sec_h=250hn_sec_w=125hn_sec_t1=6hn_sec_t2=9! T型肋加劲肋尺寸ht75*125*6*9ht_uu秒_uh=75ht_u秒_uw=125ht_u秒_uut1=6ht_u 秒_ut2=9ht_l=1000!长度! 混凝土板的厚度尺寸con_sec_t=120!(修改）! 模型的总体尺寸mod_h=3000!模型的高mod_w1=640！模型的横向宽度为3000mod_w2=5100！模型纵向宽度!其他参数钢筋直径=0.014！体积比（配筋率）为1.4%！横向加固6@200 ??nail_dis=100!栓钉间距为100mm（修改）网格=100！网格steelbar=200!钢筋间隔混凝土雨衣!-------------------------------------------------------------------（修改）！模型1，由所有实常数定义的配筋率！首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--同时给出了积分点的解et,2,shell181!定义钢梁单元et，4，45！定义底板单元（添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议员，前，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-9议员，前，4，2.02e5！定义垫板MP、prxy、4,0.3的材料特性tb,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*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! 在此处将0.0033更改为0.0035tbpl,miso,1tb，concr，1！混凝土破坏标准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）设置为-1时，意味着混凝土没有开裂（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，钢筋，0,0,0,0！体积比和方向角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）! 定义钢梁的腹板厚度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_uuSec_t2，hw_sec_t2，hw_sec_t2，hw_sec_t2！定义钢梁（柱）r、5、HN_uSec_t2、HN_uSec_t2、HN_sec_t2、HN_sec_t2、HN_sec_t2上下翼缘的厚度！定义钢梁（水平梁）上下翼缘的厚度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,0.08,9896.9,0.09,10551.2,0.1,11 170.8rmore,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,!3,46 937.7,4,50000,r、 7,12！定义link8单元的面积*keyopt,3,1,0keyopt,3,2,0keyopt，3,3,2 keyopt，3,4,0 keyopt，3,6,0*!**********************************************************************!开始建立几何模型!**********************************************************************! 首先建立专栏!**********************************************************************wpc sys,-1,0凯西，4！在局部坐标系中建立柱模型wpoffs,-(mod_w1+hw_sec_w*0.5),-mod_w2*0.5,0wprota,,90!(positiveytowardz)wpoffs,,,-hw_sec_h*0.5blc4,0,0，hw_uuu秒_uw，mod_uh+con_uuu秒_uutwoffs，，，hw_uuu秒_hblc4,0,0,hw_sec_w,mod_h+con_sec_twprota,,,90!(positiveztowardx)wpoffs,,,hw_sec _w*0.5blc4,0,0，hw_u秒_uh，mod_h+con_uu秒_utaptn,allasel,allwpcsys,-1,0wpoffs，mod_uh-hn_uuu秒t2*0.5asbw，全部wpoffs,,,-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_uu2;sec_t2*0.5blc4,-hn_sec_w*0.5,-hw_sec_h*0.5,hn_sec_w,(mod_w2+hw_sec_h)*0.5wpoff，，，-hn_uuu秒uuhblc4,-hn_sec_w*0.5,-hw_sec_h*0.5,hn_sec_w,(mod_w2+hw_sec_h)*0.5wprota,,,-90!(positiveztowardx)blc4,0，-hw_uuSec_uh*0.5，hn_uuSec_h，（mod_w2+hw_sec_h）*0.5cm,hn_temp,areawpcsys,-1,0! 阿根，3号，hn_uuuutemp，mod_uuuw1aptn，全部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_uuu秒w*0.5asbw，全部wpoffs,,,hn_sec_wasbw,allaptn，全部!混凝土板wpcsys,-1,0凯西，4！在局部坐标系中建立柱模型wpoffs,-mod_w1,-(mod_w2+hw_sec_h)*0.5,mod_hblc4，-mod_w1*0.5,0，mod_w1，（mod_w2+hw_USec_h）*0.5，con_USec_t!切体wpcsys，-1,0wpoffs,-mod_w1,-mod_w2*0.5,mod_h-hn_sec_t2*0.5wpro,,90!vsbw,all! wpoff，，，-hw_uuu秒h*0.5！vsbw，所有WPRO，，，90vsbw，所有 wpoffs,,,-hn_sec_w*0.5vsbw,allWpoff，hn_uuuu秒wvsbw,all薪酬属性allsel,below,voluasel,invertcm，岗街沟，区域。
T型钢与混凝土粘结滑移性能的理论分析及ANSYS程序验证的开题报告
T型钢与混凝土粘结滑移性能的理论分析及ANSYS
程序验证的开题报告
一、研究背景和意义
随着建筑工程结构的不断发展和现代化，钢筋混凝土结构在建筑领
域中得到了广泛应用。
T型钢是钢筋混凝土楼板、桥梁和隧道等工程中常用的横向加劲构件，其能够增强混凝土材料的受力性能和刚度，提高混
凝土结构的承载能力和稳定性。
然而，T型钢与混凝土之间的粘结滑移性能关系着结构的安全可靠性和工程质量，因此需要对其进行深入的研究
与分析。
二、研究内容和方法
本文将从T型钢与混凝土粘结滑移性能的理论分析入手，研究其对
结构承载能力和稳定性的影响，包括以下内容：
1. T型钢与混凝土之间的界面力学特性、粘结机理、粘着强度和剪
应力承载能力等理论基础的分析；
2. 基于ANSYS软件建立T型钢与混凝土的三维有限元模型，并进行分析和计算，分析其受力性能、变形和破坏特征等方面的变化规律；
3. 室内力学试验，对T型钢与混凝土之间的粘结滑移性能进行实际
测试，并对理论计算结果进行对比和验证。
三、预期目标和意义
通过本文的研究，可以深入了解T型钢与混凝土的粘结滑移性能，
了解其对结构承载能力和稳定性的影响机理，有助于提高工程设计的准
确性和钢筋混凝土结构的安全性和稳定性。
此外，本文涉及的理论分析、计算模拟和实验测试方法也可以为相关工程领域提供一定的参考和借鉴
价值。
基于ANSYS接触分析的粘结-滑移数值模拟
基于ANSYS接触分析的粘结-滑移数值模拟
赵卫平
【期刊名称】《建筑科学与工程学报》
【年(卷),期】2011(028)002
【摘要】采用通用有限元程序ANSYS 10.0对拔出试件进行了接触分析,对数值模拟中的材料模型定义、有限元模型的建立、接触单元生成及后处理等关键技术进行了系统的研究；重点介绍了使用Targe170和Conta174单元建立三维接触对的实用方法,建议了库仑摩擦模型中摩擦因数和胶着强度的取值,最终实现了基于ANSYS接触分析的粘结-滑移数值模拟.结果表明:该方法可对钢筋拔出过程中的接触摩擦力、接触压力及接触状态等问题进行研究,弥补了宏观试验的不足,模拟拔出试验中的粘结-滑移关系具有一定的可行性.
【总页数】8页(P44-51)
【作者】赵卫平
【作者单位】同济大学建筑工程系，上海200092
【正文语种】中文
【中图分类】TU375
【相关文献】
1.钢筋混凝土结构粘结滑移分析在ANSYS中的实现 [J], 刘佩玺;徐永清;刘福胜
2.基于ANSYS15.0对钢筋与混凝土之间粘结滑移现象的模拟探究 [J], 张彬彬;张伟勤;冯坚;赵傲铭;王勇生
3.基于 ANSYS 接触分析的高强度螺栓节点数值模拟 [J], 宁帅朋;沈之容
4.基于ANSYS软件的钢筋砼间粘结滑移分析 [J], 刘继鹏
5.ANSYS软件分析钢筋混凝土粘结滑移关系的二次开发实践 [J], 刘龙强;吴胜兴;等
因版权原因，仅展示原文概要，查看原文内容请购买。
FEA建筑实例——钢筋混凝土梁粘结滑移分析 (1)
Step00概要钢筋混凝土梁粘结滑移分析▪混凝土梁粘结滑移分析▪模型- 单位 : N, mm- 各向同性非线性材料- 钢筋单元- 实体单元- 植入式界面单元▪荷载和边界条件- 自重- 恒载- 约束输出结果-变形- 界面应力、位移Step分析类型 : [3D]点击[ ]键 单位 : [N, mm]点击[确认] 键 点击[确认] 键2 3 4 5操作步骤分析 > 分析控制 – 控制 表单011 分析控制对话框在新建项目时自动弹出.12345Step选择参考面为“X-Z ”平面 选择视图为前视图 定义栅格尺寸为“50” 打开栅格开关1 2 操作步骤023 13几何 >工作平面 > 移动…2 4 4Step03打开捕捉“栅格”开关 打开创建矩形的命令在模型窗口中，找到第一点“-150，250”找到第二点“150，-250”，形成500*300的矩形线框2 操作步骤3 41 124几何 >曲线 > 在工作平面创建 > 2D 矩形（线框）…3Step04选择短边的两条线播种方法选为“分格数量”分割数量输入“6” 点击[适用]键再次选择长边的两条线 播种方法选为“分格数量” 分割数量输入“10” 点击[确认] 键2 操作步骤3 4 网格 > 网格尺寸控制 > 线网格尺寸…Enter 是[适用]的快捷键.3 21 54 56 67 7881Step选择“自动映射”，选中模型中的4条线在“特性”中输入“1” 点击[确认] 键几何 >工作平面 > 移动… 点击[重设为GCS]1 2 3 4 5操作步骤0535模型 > 映射网格> 映射网格面…12此处不用具体输入特性值，形成的单元仅为了后期拉伸成实体所用，后期将会把它们删除。
点击[创建] 键分别定义“混凝土与钢筋”的材料，该部分可以定义为非线性，具体参数及定义方法可参照本书中《钢筋混凝土梁裂缝分析》一文进行定义，这里不再赘述2操作步骤221 1创建界面单元类型选为“粘结滑动”法向/切向刚度输入“29791、297”在“幂次法则”中，常量“a 与b ”分别输入30、0.18，切向滑动输入“1e-5”点击[确认] 键2 5操作步骤3 43421 （1）本文所给参数仅供参考，不具有实际工程意义。
用ANSYS建立钢筋混凝土梁模型
用ANSYS建立钢筋混凝土梁模型编辑整理：尊敬的读者朋友们：这里是精品文档编辑中心，本文档内容是由我和我的同事精心编辑整理后发布的，发布之前我们对文中内容进行仔细校对，但是难免会有疏漏的地方，但是任然希望（用ANSYS建立钢筋混凝土梁模型）的内容能够给您的工作和学习带来便利。
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用ANSYS建立钢筋混凝土梁模型问题描述：钢筋混凝土梁在受到中间位移荷载的条件下的变形以及个组成部分的应力情况。
一、用合并节点的方法模拟钢筋混凝土梁1．用solid65号单元以及beam188单元时材料特性钢材的应力应变关系混凝土的弹性模量采用线弹性建立钢筋线对钢筋线划分网格后形成钢筋单元建立混凝土单元合并单元节点后施加约束以及位移载荷进入求解器进行求解钢筋单元的受力云图混凝土的应力云图混凝土开裂2 使用单元solid45号单元与beam188钢筋的应力应变关系不变,而混凝土应力应变关系为：混凝土单元钢筋单元力与位移曲线合并节点时的命令流：fini/clear，nostart/config,nres，5000/prep7/title,rc—beamb=150h=300a=30l=2000fcu=40ec=2.85e4displacement=10！定义单元类型et，1,solid45et,2,beam188et，3，plane42!定义截面类型sectype,1，beam，csolid,，0 secoffset，centsecdata,8,0，0，0,0,0，0，0,0，0 sectype，2,beam,csolid,,0 secoffset，centsecdata,4,0，0,0，0,0,0，0，0,0!定义材料属性,混凝土材料属性mp，ex，1，ecmp，prxy，1，0.2tb，kinh，1，，16tbpt,，0。
组合梁ansys建模(用弹簧模拟滑移).
/COM,Structural/config,NRES,90000/UNITS,SI/prep7gybh=0.010 !钢梁翼板厚度10mmgybk=0.150 !钢梁翼板宽度150mmgfbh=0.007 !钢梁腹板厚度7mmgfbg=0.130 !钢梁腹板高度130mmhntbh=0.075 !混凝土板厚度75mmhntbk=0.600 !混凝土板宽度600mmhntbch=6.000 !每节混凝土板长度6000mmglch=6.200 !每节钢梁总长度600mmxhntbh=0.060 !混凝土板厚度60mmxhntbk=0.220 !混凝土板宽度220mmxhntbch=1.200 !每节混凝土板长度1200mmet,1,solid65,,,,,,3 !定义混凝土板单元et,2,shell43 !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et,5,link8 !定义纵向钢筋单元mp,ex,1,1.9095E10 !定义混凝土板的弹性模量N/mm2 mp,prxy,1,0.20 !定义混凝土板的泊松比mp,dens,1,2.6e3 !定义混凝土板的密度mp,ex,2,2.10E11 !定义钢梁及一级钢筋的弹性模量mp,prxy,2,0.30 !定义钢梁及一级钢筋的泊松比mp,dens,2,7.85e3 !定义钢梁及一级钢筋的密度mp,ex,3,2.00E11 !定义二级钢筋的弹性模量mp,prxy,3,0.3 !定义二级钢筋的泊松比mp,dens,3,7.85e3 !定义二级钢筋的密度mp,ex,4,2.02E11 !定义垫板材料特性mp,prxy,4,0.3tb,miso,1 !混凝土屈服准则*do,e,0.0002,0.002,0.0001tbpt,,e,20.1e6*(1000*e-500*500*e*e)*enddotbpt,,0.0035,20.1e6 !该处将0.0033改为了0.0035 tbpl,miso,1tb,concr,1 !混凝土破坏准则tbdata,,0.6,0.8,2.01e6,-1tb,bkin,2,1,2 !钢梁及一级钢筋的本构关系tbdata,,235e6,10.3e6tbpl,bkin,2tb,bkin,3,1,2 !二级钢筋的本构关系tbdata,,335e6,10.3e6 !335屈服应力，10代表屈服后的切线模量tbpl,bkin,3r,1,2,0.00745,90,90 !定义上混凝土板实常数r,2,2,0.00673,90,90 !定义下混凝土板实常数r,3,gybh,gybh,gybh,gybh !定义钢梁上下翼缘的厚度r,4,gfbh,gfbh,gfbh,gfbh !定义钢梁腹板厚度r,5,0,0,0.00002,12175,0.00004,16021 !定义弹簧的荷载变形曲线rmore,0.00005,17492,0.00006,18789,0.00007,19956rmore,0.00008,21022,0.00009,22006,0.0001,22921rmore,0.0002,29831,0.0003,34610,0.0004,38313rmore,0.0005,41338,0.0006,43887,0.0007,46078rmore,0.0008,47989,0.0009,49673,0.001,51169rmore,0.002,61124,0.003,63521r,6 !垫板实常数r,7,0.00004398 !上混凝土板中纵筋的横截面积（折合而来）r,8,0.000050265 !下混凝土板中纵筋的横截面积!***********************************************************************!注：钢梁总长6200mm，跨度为3000+3000，在两端支座外各留出了100mmblc4,0,0,glch,gfbg !钢梁腹板csys,4wprota,,-90blc4,0,-gybk*0.5,glch,gybk*0.5 !钢梁下翼板之半(一次建成整个板时无法用aglue命令)blc4,0,0,glch,gybk*0.5 !钢梁下翼板之半(一次建成整个板时无法用aglue命令)wpoffs,0,0,gfbgblc4,0,-gybk*0.5,glch,gybk*0.5 !钢梁上翼板之半(一次建成整个板时无法用aglue命令)blc4,0,0,glch,gybk*0.5 !钢梁上翼板之半(一次建成整个板时无法用aglue命令)wpoffs,0.100 !用工作平面切割梁体然后添加加劲肋wprota,,,-90asbw,allwpoffs,,,-hntbch*0.5asbw,allwpoffs,,,-0.5*hntbchasbw,allnummrg,allnumcmp,all*do,i,0,2,1*do,j,0,1,1 !连线，为增加加劲肋作准备l,15+j+6*i,17+j+6*i*enddo*enddoal,28,50,21,16al,31,16,25,51al,33,52,7,3al,34,3,11,53al,44,54,27,19al,47,19,41,55asel,allaglue,all !粘结各板形成钢梁nummrg,allnumcmp,allasel,s,loc,x,-gfbg !选中上下翼缘板，准备对钢梁翼板进行单元划分asel,a,loc,x,0aplotaatt,2,3,2 !赋予钢梁上下翼缘板单元特性lesize,31,0.0375$lesize,28,0.0375 !定义上下翼缘有限元网格尺寸lesize,25,0.0375$lesize,21,0.0375lesize,18,0.100$lesize,17,0.100lesize,36,0.100$lesize,35,0.100lesize,23,0.100$lesize,20,0.100lesize,15,0.100$lesize,14,0.100mshkey,1 !声明使用映射网格划分mshape,0 !声明使用平面四边形网格划分amesh,allallsel,allasel,s,loc,y,0 !选中腹板，准备对钢梁腹板进行单元划分aplotaatt,2,4,2lesize,16,,,4 !定义腹板有限元网格尺寸mshkey,1 !声明使用映射网格划分mshape,0 !声明使用平面四边形网格划分amesh,allallsel,allasel,s,loc,z,0asel,a,loc,z,hntbch*0.5asel,a,loc,z,hntbchaplotaatt,2,4,2mshkey,1 !声明使用自由网格划分mshape,0 !声明使用平面三角形网格划分amesh,allallsel,all!*************************************************************************wpoffs,gybh*0.5 !准备建立上侧混凝土板几何模型blc4,0,-hntbk*0.5,hntbh,hntbk,hntbch!**********************************************************************!对上混凝土板进行映射划分wpoffs,,0.0375wprota,,90vsbw,allwpoffs,,,0.075vsbw,allvsel,allvatt,1,1,1lesize,78,,,3$lesize,87,,,1lesize,80,,,3$lesize,60,,,2lesize,66,0.100mshkey,1 !声明使用映射网格划分mshape,0,3D !声明使用平面四边形网格划分vmesh,all!esel,s,real,,1!/DEVICE,VECTOR,1!/TYPE,,BASIC !查看钢筋的方向!/eshape,1!allsel,all!**************************************************** !加弹簧、耦合!上混泥土板!***************************allsel,allwpoffs,,,-0.0375nsel,s,loc,z,-0.0375,0.0375nsel,r,loc,x,-0.5*gybh,0type,3 !设定弹簧单元real,5e,24,917*do,i,0,13,1e,330+2*i,977-2*i*enddoe,299,949*do,i,0,13,1e,545+2*i,947-2*i*enddoe,423,919cp,1,uy,24,917*do,i,-1,27,1cp,3+i,uy,330+i,977-i*enddocp,31,uy,299,949*do,i,-1,27,1cp,33+i,uy,545+i,947-i*enddocp,61,uy,423,919cp,62,uz,24,917*do,i,-1,27,1cp,64+i,uz,330+i,977-i*enddocp,92,uz,299,949*do,i,-1,27,1cp,94+i,uz,545+i,947-i*enddocp,122,uz,423,919e,118,1600*do,i,0,13,1e,390+2*i,1660-2*i*enddoe,359,1632*do,i,0,13,1e,603+2*i,1630-2*i*enddoe,485,1589!**********************cp,123,uy,118,1600*do,i,-1,27,1cp,125+i,uy,390+i,1660-i*enddocp,153,uy,359,1632*do,i,-1,27,1cp,155+i,uy,603+i,1630-i*enddocp,183,uy,485,1589cp,184,uz,118,1600*do,i,-1,27,1cp,186+i,uz,390+i,1660-i*enddocp,214,uz,359,1632*do,i,-1,27,1cp,216+i,uz,603+i,1630-i*enddocp,244,uz,485,1589allsel,all!搞定!********************************** !为上混凝土板增设纵向钢筋nsel,s,loc,x,0.5*hntbhtype,5 !设定弹簧单元real,7*do,j,0,1,1e,1232+j,1587-j*do,i,0,57,1e,1587-2*i-j,1585-2*i-j*enddoe,1471-j,1047-j*enddoe,918,1038*do,i,0,57,1e,1038-i,1037-i*enddoe,980,979e,1602,1721*do,i,0,57,1e,1721+i,1722+i*enddoe,1779,1597e,1787,2260*do,i,0,57,1e,2260-i,2259-i*enddoe,2202,1598e,1788,2319*do,i,0,57,1e,2319-i,2318-i*enddoe,2261,1599allsel,all!**********************************!为荷载和支座处添加弹性垫块wpoffs,-0.5*gybh-gfbg,0.5*hntbch,-0.5*gybkblc4,-0.5*gybh-0.010,-0.100,0.010,0.200,gybk vsel,s,,,2vatt,4,6,4lesize,93,,,4$lesize,89,,,4$lesize,90,,,1 mshkey,1 !声明使用映射网格划分mshape,0,3D !声明使用平面四边形网格划分vmesh,allnsel,s,loc,x,-0.5*gybh,0nsel,r,loc,y,-0.100,0.100cp,1000,uy,238,2325$cp,1001,uy,267,2346cp,1002,uy,178,2347$cp,1003,uy,207,2348cp,1004,uy,149,2332$cp,1005,uy,208,2328cp,1006,uy,209,2368$cp,1007,uy,57,2365cp,1008,uy,87,2362$cp,1009,uy,27,2334cp,1010,uy,424,2326$cp,1011,uy,453,2343cp,1012,uy,58,2344$cp,1013,uy,88,2345cp,1014,uy,28,2331cp,1005+35,uz,208,2328cp,1006+35,uz,209,2368$cp,1007+35,uz,57,2365cp,1008+35,uz,87,2362$cp,1009+35,uz,27,2334cp,1005+70,ux,208,2328cp,1006+70,ux,209,2368$cp,1007+70,ux,57,2365cp,1008+70,ux,87,2362$cp,1009+70,ux,27,2334allsel,allnsel,s,loc,x,-0.5*gybh-0.010nsel,r,loc,y,0d,all,uy,0,,,,ux,uznsel,s,loc,x,0nsel,r,loc,y,0.5*hntbchd,all,uy,0,,,,uznsel,s,loc,x,0nsel,r,loc,y,-0.5*hntbchd,all,uy,0,,,,uzallsel,all/soluantype,0solcontrol,onoutres,all,5nlgeom,offkbc,0nropt,fullautots,ontime,1acel,,9.8allsel,allnsubst,5,5,5solvesavetime,350nsel,s,loc,x,0.5*gybh+gfbg+hntbh nsel,r,loc,y,0.25*hntbchf,902,fy,-175000,,1706,804nsel,s,loc,x,0.5*gybh+gfbg+hntbh nsel,r,loc,y,-0.25*hntbchf,872,fy,-175000,,1676,804allsel,allnsubst,800,12800,800solvesave。
考虑粘结滑移的型钢混凝土结构ANSYS模拟方法研究
考虑粘结滑移的型钢混凝土结构ANSYS模拟方法研究粘结滑移是指在钢筋和混凝土之间存在相互作用力的情况下，钢筋与混凝土之间存在相对滑移的现象。
由于钢筋和混凝土的物理性质不同，导致它们的应力-应变响应也有差异，从而产生滑移。
粘结滑移现象对钢筋混凝土结构的力学性能和变形特性有着重要影响。
本文将探讨粘结滑移的型钢混凝土结构在ANSYS中的模拟方法。
ANSYS是一种常用的有限元分析软件，可以用于进行各种结构的力学性能评估和行为模拟。
在进行粘结滑移的型钢混凝土结构模拟时，需要采用有限元法建立模型，并根据材料的力学性质和粘结滑移的特点进行合理的模拟。
首先，需要对混凝土和钢筋的材料性质进行定义。
混凝土的本构关系可以使用弹塑性本构模型，其中包括弹性的线性部分和塑性的非线性部分。
钢筋可以使用弹性线性模型进行建模。
然后，在有限元模型中定义混凝土和钢筋的材料特性，包括弹性模量、泊松比、屈服强度等。
其次，需要定义粘结滑移的模型。
粘结滑移模型可以采用接触模型或材料模型进行描述。
接触模型可以模拟钢筋与混凝土之间的局部滑移现象，可以通过定义接触刚度和摩擦系数来描述钢筋与混凝土之间的相互作用。
材料模型可以模拟粘结剪应力和滑移之间的关系，可以通过定义剪切刚度和滑移的关系曲线来描述粘结滑移的特性。
然后，进行加载和分析。
可以通过定义荷载和边界条件来模拟实际工况下的型钢混凝土结构。
在加载过程中，可以观察结构的变形和应力分布情况，并分析粘结滑移的发生位置和程度。
最后，对模拟结果进行评估和验证。
可以将模拟结果与实验结果进行比较，以验证模拟方法的准确性和可行性。
如果模拟结果与实验结果吻合良好，则说明该方法可以用于预测型钢混凝土结构在实际荷载作用下的力学性能和变形特性。
总结而言，粘结滑移的型钢混凝土结构在ANSYS中的模拟方法主要包括定义材料性质、建立粘结滑移模型、进行加载和分析以及验证模拟结果。
通过合理的建模和模拟，可以对型钢混凝土结构的力学性能和变形特性进行深入研究，为实际工程设计和实施提供参考依据。
基于ANSYS软件的钢筋砼间粘结滑移分析
基于ANSYS软件的钢筋砼间粘结滑移分析刘继鹏【摘要】钢筋混凝土是由钢筋和混凝土两种具有不同物理力学性质的材料组合而成的复合材料,其本构模型比较复杂.钢筋与混凝土两者之间的粘结滑移关系,虽然历经近百年的试验研究,对钢筋混凝土机理的认识水平日益深刻,但在有限元分析中还不是很完善.通过选用合适的材料本构模型和粘结滑移模型,建立有限元分析模型,从而进行全过程的模拟分析.%RC is a composite material with rebar and concrete that have different physical mechanics characters, and its constitutive relationship is relatively complex. Although through experimental study in almost a century,it is increasingly understanded in cognition about mechanism of RC,the bond-slip relationship between rebar and concrete has not been deeply studied in finite element analysis. In this paper, through selecting proper material constitutive relationship and bond梥lip model.finite element analysis model is established,and simulate analysis in all process is completed.【期刊名称】《河南科学》【年(卷),期】2012(030)006【总页数】5页(P750-754)【关键词】粘结滑移;分离式模型;弹簧单元;ANSYS【作者】刘继鹏【作者单位】河南工程学院,郑州 451191【正文语种】中文【中图分类】TU852钢筋与混凝土两种材料共同工作使两者具有很好的粘结强度，能承受由于变形差（相对滑移）沿钢筋与混凝土接触面上产生的剪应力，通常把这种剪应力称为粘结应力.研究钢筋混凝土间的粘结锚固，对于了解钢筋混凝土构件或结构的开裂、承载力以及钢筋锈蚀后的承载力具有重要的价值.目前对于静力作用和动力作用下以及钢筋锈蚀后的钢筋与混凝土间的粘结锚固，已进行了大量的试验和理论分析研究.这些传统的分析方法，通过大量的试验方法把试验数据回归统计得到一些经验公式来计算和设计，但是至今仍没有对粘结机理和粘结滑移关系形成共识.随着有限元法和钢筋混凝土力学的发展和计算机水平的提高，目前采用非线性有限元分析钢筋与混凝土之间的本构关系、有限元模型和裂缝处理，已经成为研究的热点.目前钢筋混凝土结构的有限元模型主要有三种：整体式、分离式和组合式[1-3].本课题采用分离式模型，将混凝土和钢筋各自划分成较小的单元，按照混凝土和钢筋不同的力学性能，选择不同的单元形式.对于混凝土材料采用八结点等参单元，考虑到钢筋几何形状相对于混凝土是细长的，可采用三维杆件单元，这样大大减少单元和结点数目，还可以避免钢筋单元划分过细，在钢筋和混凝土的交界面采用过多的过渡单元.为了模拟钢筋与混凝土间的粘结约束和相对滑移，可插入三向弹簧的联结单元.钢筋混凝土之间的粘结锚固问题一般分为筋端锚固和缝间粘结两大类.为了探讨钢筋混凝土的粘结应力与相对滑移的关系，许多学者进行了大量的试验研究和理论分析[1-9].由于钢筋与混凝土之间的粘结作用受混凝土强度、钢筋埋长、混凝土所受的约束等诸多因数的影响，再加上试验手段不同，试验结果有较大差异.国内外目前比较公认的具有代表性的粘结－滑移关系如下：3.1 本构关系3.1.1 混凝土的本构关系3.1.1.1 混凝土单轴受压应力应变关系 ANSYS非线性有限元分析中需要输入混凝土单轴受压应力应变关系，可采用多线性等向强化模型（MISO）.本课题采用美国E.Hognestad建议的模型[7]式中：fc为峰值应力（棱柱体极限抗压强度）；ε0为相应于峰值应力时的应变，取ε0=0.002；εu为极限压应变，取εu=0.003 8.3.1.1.2 混凝土单轴受拉应力应变关系通常认为混凝土受拉时，应力应变关系基本是线性的，达到极限应力fc以后，强度迅速降低.ANSYS默认的混凝土单轴受拉应力应变模型如图1.3.1.1.3 混凝土多轴应力应变关系和强度准则由于试验手段、加载路径的影响等因素，迄今为止没有较为完整的混凝土多轴应力应变模型，混凝土多轴应力应变关系的理论一直在发展中.ANSYS程序中的混凝土材料模型采用Willam－Warnke （1975）的五参数模型，该模型属于相关流塑性本构关系模型中理想弹塑性本构模型一类.Willam－Warnke的五参数模型表达式为当σm=ρ，τmt＝τmc＝0，θ=0°～60°，r（σm，θ）=f（rt，rc，θ）. Willam－Warnke五参数强度准则的参数由下列条件确定：①弹性摸量EX；②泊松比PRXY；③开裂的剪力传递系数βt；④闭合的剪力传递系数βc；⑤单轴受压强度fc；⑥单轴受拉强度ft；⑦极限双轴抗压强度；⑧周围静水应力状态；⑨静水应力状态下单轴压缩的极限强度；⑩双轴压缩的极限强度；○11断裂发生时刚度因子.在ANSYS程序中，①～⑥参数必须输入，⑦～○1 1参数可以采用默认值.3.1.2 钢筋的本构关系钢筋材料模型采用理想弹塑性模型，在ANSYS程序中可采用双线性随动强化模型（KISO）.3.2 单元的选取和划分3.2.1 SOLID65单元采用ANSYS程序提供的专用钢筋混凝土单元SOLID65来模拟混凝土.SOLID65是三维实体单元，有八个结点，每个节点有三个自由度：X、Y、Z方向的平移，单元能够发生塑性变形，可以在三个正交方向开裂和压溃，见图2. 钢筋混凝土单元SOLID65的实常数中可以以体积配箍率的形式输入钢筋的信息，可以按Willam－Warnke的五参数破坏曲面考虑混凝土在三轴受力状态下的开裂和压溃.本文在分析中仅考虑混凝土的开裂，不考虑混凝土的压溃.3.2.2 LINK8单元可用LINK8单元来模拟受压和受拉的钢筋（锚筋）.LINK8单元为三维空间实体，有两个结点，每个结点由三个自由度：X、Y、Z方向的平移，承受单轴拉力和压力，不能承受力矩，包含有塑性徐变膨胀应力强化大变形等性能.3.2.3 联结单元如果要考虑钢筋与混凝土之间的相对滑移，必须在钢筋和混凝土两者间界面创建联结单元.联结单元能沿着与联结面垂直方向传递压应力，也能沿着与联结面平行方向传递剪应力，但不传递拉应力.可以采用三向弹簧联结单元.这组弹簧是假想的力学模型，具有弹性刚度，但并无实际几何尺寸，可以放置在需要设置联系的任何位置.平行于两种单元接触面的弹簧用以计算相对滑移和粘结力，垂直于两种单元接触面的弹簧用以考虑钢筋的销拴作用.三个弹簧刚度分别为kh、kv1和kv2，其中弹簧单元的平面图见图3.3.2.3.1 粘结单元的非线性刚度[3，9]弹簧单元刚度的确定比较困难，其刚度值与所采用的粘结滑移关系密切相关，而粘结滑移关系又受到许多因素的影响而难有统一的表达式.分析结果的准确程度取决于弹簧刚度的取值.通常对垂直于钢筋锚长的弹簧刚度取值无限大，平行于锚固方向的弹簧可按τ－s关系表达式对s求导的方法得到.①平行于钢筋方向的弹簧刚度kh.有关kh的计算，不同的研究者根据各自的试验提出关系表达式，再通过微分求导出不同计算公式，目前较为流行的有Nilson公式和Houde和Mirza公式.Houde和Mirza公式为A是从属于一个弹簧的钢筋面积.②垂直于钢筋方向的弹簧刚度kv.kv的取值较复杂，弹簧刚度可以取无限大.本文按Houde－Mirza公式确定kh，另外取kv1=kv2=1012[10].3.2.3.2 Matrix27刚度矩阵 Matrix27是一种能代表任意单元的矩阵单元，但其几何特征无定义，但其弹性运动学响应可用刚度、阻尼或质量系数来指定.它内部有一种变量用以表明使用的是哪一种响应（刚度、质量或阻尼）.矩阵单元连接两个结点，每个节点有6个自由度：沿结点坐标系X、Y、Z方向的平动和绕结点坐标系X、Y、Z的转动.可以用这个单元来模拟双向（平面单元）或三向弹簧单元，刚度值可依据单元刚度矩阵的物理意义设定.在不同的荷载步下根据滑移值，依据粘结滑移关系修正弹簧的刚度.这些可以用FORTAN语句编写一个循环程序输入到ANSYS程序中.在Matrix27刚度矩阵为12×12的对称刚度矩阵，其实常数中需定义C1～C78，见图4.在沿钢筋方向某一位置i有一结点对（钢筋上结点bari和混凝土上结点hnti），取钢筋上结点bari对应的位移UZbari，混凝土上结点hnti对应的位移UZhnti.相对位移ΔUZi=UZbari－UZhnti，则此处滑移S=UZi.代入Matrix27单元对称刚度矩阵形（如下所示）成初始刚度矩阵，然后在不同的荷载步下根据滑移值，依据粘结滑移关系修正弹簧的刚度.3.2.3.3 创建联结单元采用非线性有限元方法分析钢筋混凝土之间粘结问题，一般的做法是对钢筋和混凝土分别划分单元，然后在钢筋和混凝土单元在同一坐标位置的节点之间增设虚拟的三向弹簧单元.具体作法：沿钢筋方向的某一位置，在钢筋上拾取i结点，在混凝土上拾取j结点，把这两个结点创建为联结单元（见图2），并赋予这个联结单元相对应的刚度矩阵.这样沿着每根钢筋依次从上到下，分别创建赋予刚度矩阵的联结单元.某预埋钢构件，有4Φ25钢筋埋入钢筋混凝土梁，混凝土为C60.混凝土的EX=3.6e4 N/mm2，PRXY=0.2，ft=2.04 N/mm2，fc=27.5 N/mm2.在混凝土裂缝处理中，采用开裂的剪力传递系数βt来反映剪切面上裂缝张开状态下剪切刚度的变化；又采用闭合的剪力传递系数βc来反映裂缝闭合状态下开裂面的剪切刚度.参考相关文献［1，2，8］以及试算收敛情况，取βt=0.5，βc=0.8. 钢筋为Ⅲ级，弹性模量 EX=2e5 N/mm2，泊松比 PRXY=0.3，屈服强度400 MPa，切向摸量0.钢筋混凝土梁内的钢筋（主筋和箍筋）按离散钢筋处理，在SOLID65单元中x、y、z方向的体积配箍率分别为1.2%、0.7%、1.5%.根据文献［10］，令 C1=C58=1012，C7=－1012，C13=C64=1012，C19=－1012，C24=C69=Kh，C30=－Kh，其它系数均设置为零.这样把C1～C78参数化来定义的Matrix27单元刚度矩阵.采用荷载增量法和Newton-Raphson相结合，线性搜索技术、应用预测、自适应下降等加速收敛技术有机结合建立的非线性平衡方程求解方法.影响求解方程的因素主要有网格密度、子步数、收敛准则.如果F范数曲线走形很长，可以考虑增大子步数NSUBST.采用力收敛准则，精度比默认0.5%可以适当放大，设置为5%.破坏准则为Kupfer准则.一根受拉钢筋的计算结果见图4和图5.在ANSYS软件中，钢筋混凝土结构或构件可采用分离式的模型，合理选取钢筋与混凝土的本构模型和粘结滑移关系经验公式，可以进行钢筋与混凝土间的粘结滑移非线性有限元分析.合理选取单元和划分网格，如混凝土采用SOLID65单元，钢筋采用LINK8单元，粘结滑移采用创建并付属性Matrix27的三向弹簧单元；合理设置Willam-Warnke五参数强度准则的6个参数，尤其是开裂和闭合的剪力传递系数.需要在ANSYS软件现有的基础上进行材料本构关系以及粘结滑移关系的二次开发，从而能深入地开展钢筋混凝土非线性的研究.［1］过镇海.钢筋混凝土原理［M］.北京：清华大学出版社，1999.［2］宋启根，单炳梓.钢筋混凝土力学［M］.南京：南京工学院出版社，1986. ［3］朱伯芳.有限元单元法原理与应用［M］.北京：中国水利水电出版社，2000. ［4］ Nilson A H.Nonlinear analysis of reinforced concrete by the finite element method［J］.ACI Journal，1968，65（9）：757-766.［5］ Houde J.Study of force－displacement relationships for the finite element analysis of reinfoeced concrete［D］.Montreal：Mc Gill University，1973.［6］徐有邻.变性钢筋－混凝土粘结锚固性能的试验研究［R］.北京：清华大学，1990.［7］朱伯龙，董振祥.钢筋混凝土非线性分析［M］.上海：同济大学出版社，1985.［8］江见鲸.混凝土结构工程学［M］.北京：中国建筑工业出版社，1998.［9］吕西林，金国芳，吴晓涵.钢筋混凝土结构非线性有限元理论与应用［M］.上海：同济大学出版社，1996.［10］刘龙强，吴胜兴，周继红.ANSYS软件分析钢筋混凝土粘结滑移关系的二次开发实践［J］.工程力学：增刊，2001（A2）：85-89.Abstract：In this paper，a global algorithm is proposed for solving generalized quadratic fractional programs with nonconvex quadratic constraints（P1）.Due to its intrinsic difficulty，less work has been devoted to globally solving this problem.The proposed algorithm is based on the recently developed theory of monotonic optimization，and it turns out that the optimal solution which is provided by the algorithm isadequately guaranteed to be feasible and to be close to the actual optimal solution.Convergence of the algorithm is shown and the numerical experiments is reported to show the feasibility and effectiveness of the proposed algorithm.Key words：global optimization；fractional programming；monotonic optimizationConsider the following generalized quadratic fractional programs with nonconvex quadratic constraints：where Q，P，Gmare N×N matrixes，q，p，wmare N－vectors，q0，p0，hmare real constants，for m＝1，…，M.Then it follows that the constraint set is nonconvex to problem（P1）.We assume throughout thatyTpy+pTy+p0＞0，y∈Ω0.Most of the theoretical and algorithmic work in fractional programming ［1-4］applies only to concave fractional programs or to special cases of concave fractional programs.To our knowledge，there exist few algorithms for globally solving problem（P1）.Recently，a few algorithms have been proposed for solving special cases of problem（P1）.For instance，algorithmic and computational results for convex－convex quadratic fractional programming can be found in［5-6］.In this section we show that problem（P1）can be transformed into an equivalent monotonic optimization problem，which is equivalent to（P1）. By solving two quadratic programming problems，we can obtain positive constants L and U such that 0＜L≤yTpy+pTy+p0≤U，∀y∈Ω0.Next，by introducing an additional variablew，one can convert the problem（P1）intoThe key equivalence result for problems（P1）and（P2）is given bythe following Theorem 1.Theorem 1 If（y*，w*） is a global optimal solution for problem （P2），then y*is a global optimal solution for problem（P1）.Conversely，if y*is a global optimal solution for problem（P1），then（y*，w*）is a global optimal solution for problem（P2），where w*=1/（yTQy+qTy+q0）. ProofThe proof is similar to Theorem 1 in Ref.［7］，it is omitted here. Note that the objective function and the constrained functions of problem （P2）are all polynomials inRN+1.Let G（y，w）=G+（y，w）－G－（y，w），Fm（y）=Fm+（y）－Fm－（y）and H（y，w）=H+（y，w）－H－（y，w）be the d.m.representations of G（y，w），F（y），H（y，w）as described in the problem（P2）.Then by introducing an additional variable z∈Rto（P2），we can obtain the following equivalent problem：Clearly the objective function of（P3）is increasing and each constrained function is a d.m.function.The validity of this approach follows from the following result.Theorem 2If（y*，w*，z*）is a global optimal solution for problem（P3），then（y*，w*）is a global optimal solution for problem（P2）.Conversely，if（y*，w*）is a global optimal solution for problem（P2），then（y*，w*，z*）is a global optimal solution for problem（P3），where，z*=－G－（y*，w*）.Proof The proof of this theorem follows easily from the definitions of problems（P2）and（P3），therefore，it is omitted.Based on the above discussion，here，from now on we assume that theoriginal problem（P1）has been equivalently converted to the monotonic optimization problem.Algorithm StatementStep 0 Initialization.Given convergence tolerance ε＞0.If no feasible solution is known，let V=g（xu）+ε with X0=[xl， x u ]；Otherwise，letxˆbe the best nonisolated feasible solution available，V=g（xˆ）.Letq=0. Step 1 Reduction cut.For each rectangle X∈Q，compute its valid reduction red X，which we can obtain by using the reduction cut.Then，if red X= ○ ，then delete X；Otherwise，replace X by red X，and compute an upper bound UB（X）for h（x）over the feasible solutions in X and delete X if UB （X）＜0.Step 2 Fathoming step.Let Qq′be the collection of rectangles that results from Qqafter completion of Step 1.Let Fq′=Fq∪Qq′.If Fq′= ○ then terminate：xˆis an essential ε－optimal solution of（P）if V=g（xˆ），or the problem（P） is nonisolated infeasible if V=g（xu）+ε；Otherwise，let ［aq，bq］：=Xq∈arg max｛UB（X）│X∈Fq′｝，and let UBq=UB（Xq）. Step 3 Optimality check.If UBq＜ε，then terminate：xˆis an essential ε－optimal solution of（P）if V=g（xˆ），or the problem（P）is ε－nonisolated infeasible if V=g（xu）+ε.Step 4Updating feasible solution.If UBq≥ε，and g（bq）＞V－ε，then compute xq=aq+γq（bq－aq）with g（xq）=V－ε；If UBq≥ε，and g（bq）≤V－ε，then let xq=aq.（4.1）If h（xq）≥0 then xqis a new nonisolated feasible solution of（P）with g（xq）≤V－ε.Reset xˆ←xq，V←g（xˆ）.Go to Step 5.（4.2）If h（xq）＜0，go to Step 5，with xˆunchanged.Step 5 Partitioning step.Divided Xqinto two subrectangles by the branching process.Let Qq+1be the collection of these two subrectanglesof Xq，Fq+1=Fq′\｛Xq｝.Reset q←q+1，and return to Step 1.Theorem 3 （Convergence result）.The above algorithm terminates after finitely many steps，yielding either an essential ε－optimal solution of （P），or an evidence that the problem is nonisolated infeasible. ProofSee Theorem 5.1 in Ref.［8］.To verify the performance of the proposed global optimization algorithm，there exists one computational issue to be considered in the following.The algorithm is coded in Matlab and some test problems are implemented on a Pentium （R）4 CPU 2.66 GHz with 512 MB memory microcomputer.Numerical results show that the proposed algorithm can globally solve the problem（P1）.Below we only describe some of these sample problems and the corresponding computational results.For these problems，the numerical results are illustrated in Tab.1 and Tab.2.Clearly，the upper and lower bounds of y32+5y1y2are U=49 and L=6，respectively.With ε=0.001，the algorithm found an es sential ε －optimal minimum 0.610 331 791 388 32 after 35 iterations at the essential ε －optimal solution yˆ=（1.258 840 471 299 51，1.523 388 209 853 02，1.030 851 968 215 46）.Example 3In Tab.1，the notations have been used for column headers：Ref.：reference；Iter：the number of algorithm iteration.Example 4 Consider the problemAll elements of Q，P Gmwere randomly generated between 0 and 1；The vectors p，q and wmare generated by using random numbers in the interval［－t，t］，where t is the average of the elements of P，Q，respectively，and p0，q0，hmare the average of p，q，wm，respectively. Numerical results are summarized in Tab.2，where average CPU seconds denoted by T are obtained by running the proposed algorithm for 20 tests problems.Tab.2 shows the average performance of the proposed algorithm when the convergence tolerance ε was fixed at 0.05.Through four examples and some randomly produced examples，it is shown that the proposed algorithm is effective.【相关文献】［1］ Charnes A，Cooper W W.Programming with linear fractional functions［J］.Nav Res Logist Q，1962，9：181－186.［2］ Schaible S.Fractional programming II，on Dinkelbachs algorithm［J］.Manag Sci，1976，22：868－873.［3］ Dinkelbach W.On nonlinear fractional programming［J］.Manag Sci，1967，13：492－498.［4］ Lo A W，MacKinlay A C.Maximizing predictability in the stock and bond markets ［J］.Macroeconomic Dynamics，1997，1：102－134.［5］ Benson H P.Fractional programming with convex quadratic forms and functions ［J］.Europ J Oper Res，2006，173：351－369.［6］ Yamamoto R，Konno H.An effcient algorithm for solving convexconvex quadratic fractional programs［J］.Optim J Theory Appl，2007，133：241－255.［7］ Benson H P.Global optimization algorithm for the nonlinear sum of ratios problem ［J］.J Optim Theory Appl，2002，112：1－29.［8］ Chen Yongqiang，Jiao Hongwei.A nonisolated optimalsolution of general linear multiplicative programming problems［J］.Computers and Operations Research，2009，36（9）：2573－2579.。
ANSYS的接触分析在钢筋混凝土滑移中的应用
南通大学学报（自然科学版）2009年ANSYS 的接触分析在钢筋混凝土滑移中的应用刘云平，包华，洪俊青，陈国庆（南通大学建筑工程学院，江苏南通226019）摘要：以钢筋-混凝土的拉拔实验的有限元分析为例，介绍了ANSYS 有限元软件中的3种接触分析：点-面、点-点、面-面接触；详细描述了接触分析建模的过程及注意事项；最后利用面-面接触单元建立了钢筋与混凝土的拉拔实验的有限元分析模型.进行了相关力学分析，求出钢筋在混凝土中的滑移量及锚固长度，并与规范中的相关数据作比较.结果表明，实验结果与理论值相吻合，证明ANSYS 软件能方便地用于钢筋与混凝土间的滑移分析.关键词：有限元软件ANSYS ；接触分析；钢筋混凝土；滑移中图分类号：TU431文献标志码：A文章编号：1673－2340（2009）02－0070－04Application of ANSYS-Based Contact Analysis inReinforced Concrete SlidingLIU Yun-ping ，BAO Hua ，HONG Jun-qing ，CHEN Guo-qing（School of Architecture Engineering ，Nantong university ，Nantong 226019，China ）Abstract:The paper introduced contact analysis of ANSYS including node to surface,node to node and surface to surface contacts through an example of finite element analysis of drawing-test of concrete and bar.And the model construction process of contact analysis was specified.The finite element contact analysis model of drawing-test of concrete and bar is constructed with surface to surface contact element.Anchorage length is solved by ANSYS and compared with value solved by Code for design of concrete structures.The sliding-result of ANSYS is coincident with the theoretical analysis and test.The result demonstrates that software of ANSYS is a good tool for sliding analysis of steel-concrete.Key words:finite element software of ANSYS;contact analysis;steel concrete ；sliding0引言接触问题是工程中经常遇到的问题，如裂缝、滑移、螺栓连接、过盈装配等等，也是较难解决的问题之一，因为它涉及到接触状态的改变，还可能伴随有热、发电过程等［1］.钢筋-混凝土之间的滑移是土木工程中常见的问题之一，大量梁柱组合体的抗震性能试验表明，在动力外荷载作用下钢筋混凝土节点核心区内,由钢筋与混凝土的黏结退化引起的纵向受力钢筋在节点区内的黏结滑移,会对构件的弹塑性动力反应特性产生影响，并在一定程度上收稿日期：2008-12-10基金项目：南通大学自然科学基金项目（06Z064）作者简介：刘云平（1979—），男，讲师，硕士，主要从事高层建筑结构钢结构的抗震与隔震等方面的研究.E-mail ：lupxl2005@.南通大学学报（自然科学版）Journal of Nantong University （Natural Science Edition ）Vol．8No．2Jun．2009第8卷第2期2009年6月引起结构局部耗能机制的变化，因此，研究受力钢筋的黏结滑移变形的大小及规律，对正确评价结构的抗震性能具有重要意义［2］.黏结滑移是钢筋与混凝土之间的一种十分复杂的相互作用的结果，目前有2类数学模拟方法：联结单元和黏结交界单元.在有限元分析中，常采用双向弹簧单元代替联结单元，采用非线性分析功能强大的ANSYS作为计算工具［3］.通常ANSYS中黏结滑移混凝土、钢筋分别用点对点非线性弹簧单元COMBIN39，SOLID65单元，LINK8或PIPE20来模拟［2，4-5］.分析结果大都能和试验结果吻合，只是将钢筋简化为线性单元，虽自由度大大减少，计算速度快，但不能很好地对实际状况进行真实的模拟.钢筋为二维杆单元，线性单元不能很好地模拟钢筋与混凝土接触面的情况（用点点接触来模拟面面接触的情况），且COM-BIN39不能模拟塑性、蠕变、大应变、单元生死及初始应力的施加，对不同的问题建立不同的模型要采用不同的单元，不具有通用性.本文钢筋的模拟采用实体单元SOLID95，除具有上述所有特性，还有隆起、大位移及应力刚化等特性；混凝土的模拟采用SOLID65单元；两者之间滑移的模拟采用零厚度接触单元———面面接触单元CONTA173和TARGE170，建立接触对模拟钢筋与混凝土之间的滑移，更真实地模拟钢筋与混凝土接触面的受力情况.接触单元还具有生死功能，可以模拟施工过程和徐变，且同一模型可以模拟更多的工况，从而节约大量的计算时间.1ANSYS软件接触分析介绍ANSYS中接触问题有2种基本类型[1]：刚体-柔体的接触，柔体-柔体的接触；3种接触方式：点-点，点-面，面-面接触；数学模型为库仑摩擦模型，通过参数TAUMAX、FACT、DC和COHE控制.常用接触单元：点-点接触有CONTAC12、CON-TAC52、CONTAC178；点-面接触单元有CON-TAC26、CONTAC48、CONTAC49、CONTAC175；面-面接触单元有CONTAC171、CONTAC172，目标单元TARGEET169、CONTA173、CONTA174和目标单元TARGE170.分析步骤为：1）建立几何模型和划分网格；2）识别接触对；3）指定接触和目标面；4）定义目标面；5）定义接触面；6）设置单元keyopt选项和实常数；7）对刚柔接触定义目标面的移动；8）施加必需的边界条件；9）定义求解选项和荷载步；10）求解，浏览结果.本文以钢筋与混凝土拔出试验的有限元模拟为例，介绍面-面接触分析的建模过程、建立接触对的方法以及相关注意事项，并建立有限元模型进行力学分析，求出钢筋在混凝土中的滑移量及锚固长度，并与规范作对比分析.2钢筋混凝土拉拔实验的ANSYS模拟及结果分析问题的描述：钢筋的直接拔出试验，如图1所示，混凝土截面尺寸200mm×200mm，长度为630mm，强度等级为C35，钢筋直径为22mm，长645mm，下端有15mm的出头长度，强度等级为HRB335.材料的本构关系见图2.规范要求的锚固长度［6］为l a=αf ytd=588mm混凝土的弹性模量［6］为E c=3.15×104N/mm2钢筋的弹性模量［6］为E s=2.0×105N/mm2施加集中荷载为60kN时，钢筋与混凝土之间的平均黏结应力［7］为τ=Nπdl=1.475N/mm2下文将以ANSYS软件中的接触分析来模拟上述的拔出试验.图1直接拔出试验示意图[7]混凝土111-1剖面F南通大学学报（自然科学版）2009年2.1单元的选取混凝土用SOLID65单元［8］模拟;钢筋用SOL -ID95或SOLID45模拟均可，本例用SOLID95.接触单元用CONTAC173，目标单元用TARGE170［1］.2.2模型的建立与网格的划分2.2.1混凝土块体建模与单元的划分采用从上到下的方式，通过布尔运算得到所需的模型[9]，混凝土块体与钢筋（圆柱体）如图3所示，中心处为钢筋（钢筋与混凝土等长L =645mm ）.由对称性可取1/4模型计算，用工作平面分割模型如图4所示.2.2.2单元的划分[10]用lsel 、r 、length 选出所需划分的线，用lesize设置线划分的分数，所有的线划分好后，用扫掠（VSWeep ）生成四或六面体单元见图5.2.2.3接触对的建立接触对的建立是本模型的重点与难点.CON -TAC173和TARGE170通过共用实常数来建立接触对.本例可看作是刚-柔接触，选择混凝土与钢筋的交界面作为接触面，本例中有4个面（如图6所示），1/4模型只有左下角的一个面，属于混凝土的圆柱面为接触单元，钢筋的外表面为目标面即目标单元.选择混凝土的圆柱面用接触单元划CON -TAC173划分网格，选择钢筋的外表面并用TARGE170单元划分网格；单元划分完成，共用一个实常数接触对即建立；检查接触对单元的外法向的方向，如果单元的外法线方向不正确时，必须反转不正确单元的法向方向到正确为至.如图7所BC00CB图5混凝土块与钢筋的单元划分图6接触单元的面中心处为钢筋1/4钢筋图7接触对法向方向调整前后对照图接触单元法向量（调整前）接触单元法向量（调整后）目标单元法向向量(调整前)目标单元法向向量(调整后)·72·示，本例中接触对建好后单元的法向方向不正确，调整后接触单元指向内，目标单元指向外，两者方向相向，所指方向即为法向方向.调整方法是选中需调整的单元，用esurf，reve命令转向.psymb、esys、1命令可以显示方向.2.3加载与求解1）加载施加约束与拉力，约束为面约束.1/4模型在左和下表面施加面约束，在上表面和右表面施加对称约束（DA，all，SYMM，其中all为所需施加对称约束的面），在钢筋端面施加均布拉力荷载（sfa，面号，1，pres，-158e3）大小为p=4Nπd2=158N/mm2，相当于集中荷载60kN.2）求解设置本例为非线性问题（SOLCON-TROL，on，on），分析类型为静力分析（ANTYPE，0），打开自动时间步（AUTOTS，on），线性搜索（lnsrch，on），自动优化来加速收敛（PRED，ON，ON），求解（solve）.2.4结果分析2.4.1最大位移把钢筋面积换算成混凝土面积不考虑滑移，所得的最大位移［11］为Δ1=PLE c A=0.3189×104m，A为钢筋转换成混凝土后的总面积，L为钢筋长. ANSYS考虑滑移的结果Δ2=0.346×10-1m，Δ2垌Δ1，钢筋已被拔出必须考虑滑移.2.4.2锚固长度规范值［5］为l a=αf yf td=588mm.理论分析当荷载为60kN时，钢筋已被拉出.从ANSYS后处理单元解可求出：从始端到L l=585mm处滑移量均大于0.03mm，此处钢筋应力几乎为零（其应力云图如图8所示），此时长度即为ANSYS所求.锚固长度，约等于规范值.2.4.3滑移分析最大滑移量发生在加载端，滑移量为0.035mm，大于Houde建议的最大黏结滑移量0.03 mm，即破坏首先发生在构件的加载端，这与理论分析及实验结果相吻合.在锚固长度585mm范围内，滑移量变化不大且均大于0.03mm，滑移量分布见图9.根据滑移量分析所需的锚固长度为585～600mm，此时的滑移量为0~0.03mm≤0.03mm；大于600mm 长度时，滑移量都为0，钢筋应力也接近于0.2.4.4摩擦力加载为60kN时，平均粘结应力为τ=N= 1.475N/mm2，ANSYS计算的粘结应力约等于1.475 N/mm2，滑移量均大于0.03mm，发生剪切破坏，分布规律同滑移量.3结论1）钢筋与混凝土必须考虑滑移，否则位移相差太大；2）ANSYS分析所得的锚固长度范围为585mm，与规范的取值相近，滑移与摩擦力具有相同的分布规律，ANSYS分析结果也与实验结果吻合较好，并且ANSYS软件有很强的图形处理功能，可采用ANSYS用于钢筋混凝土的粘结滑移分析；3）钢筋采用实体单元来摸拟，能方便地看出其表面剪应力的分布情况，克服了弹簧单元用点点接触来近似模拟面面接触的情况.图8钢筋应力分布云图图9接触表面单元滑移量分布图（下转第90页）刘云平，等:ANSYS的接触分析在钢筋混凝土滑移中的应用·73·南通大学学报（自然科学版）2009年参考文献：[1]小飒工作室.最新经典ANSYS及Workbench教程［M］.北京：电子工业出版社，2004.[2]王依群.钢筋与混凝土间的黏结滑移在ANSYS中的模拟［J］.天津大学学报，2006，39（2）：209-213.[3]陈建平.钢筋混凝土粘结滑移特性的研究现状［J］.南通工学院学报：自然科学版，2004，3（4）：51-56.[4]刘佩玺.钢筋混凝土结构粘结滑移分析在ANSYS中的实现［J］.山东农业大学学报：自然科学版，2007，38（1）：125-130.[5]张海霞，朱浮声，王凤池.FRP筋与混凝土粘结滑移数值模拟［J］.沈阳建筑大学学报：自然科学版，2007，23（2）：231-234.[6]中华人民共和国建设部，中华国家质量监督检验检疫总局.混凝土结构设计规范[M].北京：中国建筑工业出版社2002.[7]东南大学，天津大学，同济大学.混凝土结构上册［M］.北京：中国建筑工业出版社，2005.[8]江见鲸.混凝土结构有限元分析［M］.北京：清华大学出版社，2005.[9]任辉启.ANSYS7.0工程分析实例详解［M］.北京：人民邮电出版社，2003.[10]李庆龄.ANSYS中网格划分方法研究［J］.上海电机学院学报，2006，9（5）：28-30.[11]孙训方.材料力学［M］.北京高等教育出版社，1998.（责任编辑：仇慧）实证分析［J］.现代财经，2004，24（5）：23-25.[4]Juri A L.Copula convergence theorems for tail events［J］.Insurance:Mathematics and Economics，2002，30（2）：405-420.[5]Sklar A.Fonction de repartition a dimension etleurs marges［J］.Publ.Inst.Stat.Univ.Paris，1959，（8）：229-231. [6]Cherubini U，Luciano E，Vecchiato W.Copula methods infinance［J］.Wiley，2004：120-128.[7]任浩喆.基于Copula-VaR的市场风险度量问题研究［J］.淮海工学院学报：自然科学版，2008，17（3）：89-92.[8]Fernandez V.Copula-based measures of dependence struc-ture in assets returns［J］.Physica A，2008，387：3615-3628.[9]Jondeau E.Testing for differences in the tails of stock-mar-ket returns［J］.Journal of Empirical Finance，2003，10（5）：559-581.[9]Granger C W J.Investigating causal relations by econometricmodels and cross-spectral methods［J］.Econometrica，1969，37：424-438.（责任编辑：张燕）（上接第73页）·90·。
基于ANSYS15.0对钢筋与混凝土之间粘结滑移现象的模拟探究
建筑 行业 在有 限元 软件 的迅速 发展 与 自我完善 更新 的背 １ 模 型 的 选 用
景下 ，逐步运用 许多复杂模型在众多领域 中深入研 究分析 。
建 筑 技 术 开 发
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建筑材料
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第４５卷 第 ２期
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基 于ＡＮＳＹＳ１５．０对钢 筋 与混凝 土 之 问 粘 结滑移 现 象的模 拟探 究
张彬彬 ，张伟勤 ，冯 坚 ，赵傲 铭 ，王勇生 （青海大学 土木工程学院 ，西宁 ８１００１６）
Ｚｈａｎｇ Ｂｉｎ—ｂｉｎ， Ｚｈａｎｇ Ｗ ｅｉ—ｑｉｎ， Ｆｅｎｇ Ｊｉａｎ， Ｚｈａｏ Ａｏ—ｍｉｎｇ， Ｗ ａｎｇ Ｙｏｎｇ—ｓｈｅｎｇ
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［摘 要 】为探 究采用 ＡＮＳＹＳ１５．０中何种 单元 类型 能更好 地模 拟钢 筋与混凝 土之 间的 粘结滑移 现 象，针 对 其单元 类型 的
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ｓｔｅｅｌ ａｎｄ ｃｏｎｃｒｅｔｅ， ｔｈｉｓ ＰａＤｅｒ ｍ ａｋｅｓ ａ ｆｕｒｔｈｅｒ ｓｔｕｄｙ ｏｎ ｔｈｅ ｓｅｌｅｃｔｉｏｎ ｏｆ ｉｔｓ ｕｎｉｔ ｔｙｐｅ．Ｓｅｌｅｃｔ ｔｈｅ ＡＮＡＳＹＳ１５．０ ｒｉｇｉｄ ｃｏｎｔａｃｔ ｓｕｒｆａｃｅ ｃｏｍｍ ｏｎｌｙ ｕｓｅｄ“ｔｈｅ ｔａｒｇｅｔ ｕｎｉｔ”ＴＡＲＧＥＴｌ７０ ｔｏ ｓｉｍ ｕｌａｔｅ ｒｉｇｉｄ ｃｏｎｃｒｅｔｅ ｃｏｎｔａｃｔ ｓｕｒｆａｃｅ， ｔｈｅ ｃｏｎｔａｃｔ ｅｌｅｍ ｅｎｔ ＣＯＮＴＡＣＴ１７４ ｔＯ ｓｉｍｕｌａｔｅ ｆ ｌｅｘｉｂｌｅ ｒｅｉｎｆｏｒｃｅｄ ｃｏｎｔａｃｔ ｓｕｒｆａｃｅ， ｔｗ ｏ ｔｈｒｏｕｇｈ ｔｈｅ ｓｈａｒｉｎｇ ｏｆ ｒｅａ１ ｎｕｍｂｅｒ Ｏｆｔｅｎ ｃｏｎｓｔｉｔ ｕｔｅ ｒｉｇｉｄ．ｆ ｌｅｘｉｂｌｅ”ｃｏｎｔａｃｔ ｐａｉｒｓ ａｒｅ ｕｓｅｄ ｔｏ ｓｉｍｕｌａｔｅ Байду номын сангаасｏｎｔａｃｔ ｐｈｅｎｏｍｅｎｏｎ ｂｅｔｗ ｅｅｎ ｓｔｅｅｌ ｂａｒｓ ａｎｄ ｃｏｎｃｒｅｔｅ．Ｒｅｌｉａｂｉｌｉｔｙ ｏｆ ｓｔｒｅｓｓ ａｎｄ ｒｅｌａｔｉｖｅ ｓｌｉｐ ｄｉｓｔａｎｃｅ ｆｒｏｍ ｔｈｅ ｃｏｎｔａｃｔ ｕｎｉｔ ｔｈｒ ｏｕｇｈ ｔｈｅ ａｎａｌｙｓｉｓ ｏｆ ｔｈｅ ｃｏｎｔａｃｔ ｂｅｔｗ ｅｅｎ ｒｅｉｎｆｏｒｃｅｍ ｅｎｔ ａｎｄ ｃｏｎｃｒｅｔｅ．Ｔｈｅ ｒｅｓｅａｒｃｈ ｒｅｓｕｌｔｓ ｓｈｏｗ ｔｈａｔ ｔｈｅ ｃｏｎｔ ａｃｔ ｓｔｒｅｓｓ ｂｅｔ ｗ ｅｅｎ ｓｔｅｅｌ ａｎｄ ｃｏｎｃｒｅｔｅ ａｎｄ ｔｈｅ ｓｌｉｄｉｎｇ ｄｉｓｔａｎｃｅ ｂｙ ｔｈｅ ｔｗ ｏ ｅｎｄｓ ｏｆ ｔｈｅ ｂｅａｍ ａｔ ｔｈｅ ｍ ｉｄｓｐａｎ ｉｎｃｒｅａｓｅｓ ｇｒａｄｕａｌｌｙ， ａｎｄ ｔｈｉｓ ｉｓ ｃｏｎｓｉｓｔｅｎｔ ｗｉｔｈ ｔｈｅ ａｃｔｕａｌ ｒｅｉｎｆ ｏ ｒｅｅｄ ｃｏｎｃｒｅｔｅ ｂｅａｍｓ ｉｎ ｔｈｅ ｍ ｉｄｓｐａｎ ｌｏａｄ ｓｉｔｕａｔｉｏｎ， ｕｎｉｔ ｔｙｐｅ ａｎｄ ｒｅｉｎｆｏｒｅｅｄ ｃｏｎｃｒｅｔｅ ｍｏｄｅｌ ｕｓｅｄ ｉｎ ｔｈｉｓ ＰａＤｅｒ ｔｏ ｓｉｍｕｌａｔｅ ｔ ｈｅ ｒｅｉｎｆｏｒｅｅｄ ｃｏｎｃｒｅｔｅ ｂｏｎｄ ｓｌｉｐ ｂｅｔｗ ｅｅｎ ｔｈｅ ｃｏｎｃｒｅｔｅ ｐｈｅｎｏｍｅｎｏｎ ｉｓ ｒｅｌｉａｂｌｅ．Ｔｏ ｐｒｏｖｉｄｅ ａ ｒｅｌｉａｂｌｅ ｒｅｆｅｒｅｎｃｅ ｆｏｒ ｔｈｅ ｃｏｎｓｔｒｕｃｔｉｏｎ ｕｎｉｔ ｉｎ ｔｈｅ ｃｈｏｉｃｅ ｏｆｔｈｅ ｔｙｐｅ ｏｆａ ｎ ａｌｙｓｉｓ ｓｏｆｔｗａｒｅ．