{"id":360123,"date":"2024-04-02T19:35:29","date_gmt":"2024-04-02T19:35:29","guid":{"rendered":"\/forum\/forums\/topic\/non-linear-buckling-analysis-h-beam\/"},"modified":"2024-04-02T19:35:29","modified_gmt":"2024-04-02T19:35:29","slug":"non-linear-buckling-analysis-h-beam","status":"closed","type":"topic","link":"https:\/\/innovationspace.ansys.com\/forum\/forums\/topic\/non-linear-buckling-analysis-h-beam\/","title":{"rendered":"NON LINEAR BUCKLING ANALYSIS H BEAM"},"content":{"rendered":"<p>Hi everyone,<\/p>\n<p>I am trying to perform non linear buckling analysis in ANSYS Mechanical APDL 2021 R1.<\/p>\n<p>But the bending stress capacity i am getting (product of reduction factor and yield stress) theoretically is nowhere matching with the numerical results.<\/p>\n<p>fbd(reduction factor x yield stress(250MPa) = 201.2 MPa<br \/>fbd(as per model) = 21MPa<\/p>\n<p>Here is my code&nbsp;<\/p>\n<p><\/p>\n<div>blen=10.0<\/div>\n<div>depth=0.55<\/div>\n<div>fwidth=0.210<\/div>\n<div>&nbsp;<\/div>\n<div>fthk=17.2\/1000<\/div>\n<div>wthk=11.1\/1000<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>TAREA,0,0,0,depth\/2.0,0,blen,1<\/div>\n<div>TAREA,0,0,depth\/2.0,depth,0,blen,1<\/div>\n<div>TAREA,-fwidth\/2.0,0.0,0,0,0,blen,2<\/div>\n<div>TAREA,-fwidth\/2.,0,depth,depth,0,blen,2<\/div>\n<div>TAREA,0,fwidth\/2.0,0,0,0,blen,2<\/div>\n<div>TAREA,0,fwidth\/2.0,depth,depth,0,blen,2<\/div>\n<div>!TACUT,0,0,0,depth,0,blen,0.3<\/div>\n<div>&nbsp;<\/div>\n<div>poi=0.3<\/div>\n<div>&nbsp;<\/div>\n<div>damp1=0.02<\/div>\n<div>!Material Number 1<\/div>\n<div>ex,&nbsp; 1,&nbsp; &nbsp; &nbsp; 2e5*1000<\/div>\n<div>ey,&nbsp; 1,&nbsp; &nbsp; &nbsp; 2e5*1000<\/div>\n<div>nuxy,1,&nbsp; &nbsp; &nbsp; poi<\/div>\n<div>gxy, 1,&nbsp; &nbsp; &nbsp; 2e5*1000\/(2*(1+poi))<\/div>\n<div>dens,1,&nbsp; &nbsp; &nbsp; 2.5<\/div>\n<div>alpx,1,&nbsp; &nbsp; &nbsp; 9.50E-06<\/div>\n<div>alpy,1,&nbsp; &nbsp; &nbsp; 9.50E-06<\/div>\n<div>damp,1,&nbsp; &nbsp; &nbsp; damp1<\/div>\n<div>&nbsp;<\/div>\n<div>ET,&nbsp; 11,&nbsp; shell181 !Wall<\/div>\n<div>&nbsp;<\/div>\n<div>SECTYPE,111,SHELL<\/div>\n<div>SECDATA,fthk,<\/div>\n<div>&nbsp;<\/div>\n<div>SECTYPE,112,SHELL<\/div>\n<div>SECDATA,wthk,<\/div>\n<div>&nbsp;<\/div>\n<div>TASEL,0,0,0,depth,0,blen,1<\/div>\n<div>AATT,1,,11,,112<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>TASEL,-fwidth\/2.0,fwidth\/2.0,0,0,0,blen,2<\/div>\n<div>AATT,1,,11,,111<\/div>\n<div>&nbsp;<\/div>\n<div>TASEL,-fwidth\/2.,fwidth\/2.0,depth,depth,0,blen,2<\/div>\n<div>AATT,1,,11,,111<\/div>\n<div>&nbsp;<\/div>\n<div>allsel,all<\/div>\n<div>&nbsp;<\/div>\n<div>aclear,all<\/div>\n<div>esize,0.1<\/div>\n<div>amesh,all,all<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>ddele,all,all<\/div>\n<div>tnsel,0,0,depth\/2,depth\/2,0,0,<\/div>\n<div>d,all,uy,0<\/div>\n<div>d,all,rotz,0<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,0,0,depth\/2,depth\/2,blen,blen,<\/div>\n<div>d,all,uy,0<\/div>\n<div>d,all,uz,0<\/div>\n<div>d,all,rotz,0<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,0,0,0,depth,0,0,0,<\/div>\n<div>d,all,ux,0<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,0,0,0,depth,blen,blen,<\/div>\n<div>d,all,ux,0<\/div>\n<div>&nbsp;<\/div>\n<div>!LeftSides<\/div>\n<div>&nbsp;<\/div>\n<div>fdele,all,all<\/div>\n<div>logforce=1\/(0.5328*2)<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,0,0,0,0,0,<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,depth,depth,0,0,0,<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,0,0,0,0,0,<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,depth,depth,0,0,0,<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,0,0,blen,blen<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,depth,depth,blen,blen<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,0,0,blen,blen<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,depth,depth,blen,blen<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>allsel,all&nbsp;&nbsp;<\/div>\n<div>eplot&nbsp; &nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>!*change material<\/div>\n<div>&nbsp;<\/div>\n<div>\/VIEW,1,1,1,1&nbsp; &nbsp;<\/div>\n<div>\/ANG,1&nbsp;&nbsp;<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>\/DIST, 1 ,1.082226,1<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>\/DIST, 1 ,1.082226,1<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>\/DIST, 1 ,1.082226,1<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>\/DIST, 1 ,1.082226,1<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>\/DIST, 1 ,1.082226,1<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/SOL<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/PREP7&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>TB,BISO,1,1,2,&nbsp;&nbsp;<\/div>\n<div>TBTEMP,0<\/div>\n<div>TBDATA,,250000,0,,,,<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>!*static anlaysis&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>\/VIEW,1,1,1,1&nbsp; &nbsp;<\/div>\n<div>\/ANG,1&nbsp;&nbsp;<\/div>\n<div>\/REP,FAST&nbsp; &nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/SOL<\/div>\n<div>PSTRES,1<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>ANTYPE,0<\/div>\n<div>solve&nbsp; &nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>!* eigenvalue buckling analysis<\/div>\n<div>\/SOLUTION&nbsp; &nbsp;<\/div>\n<div>ANTYPE,1<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/POST1&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/PREP7&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/SOL<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>BUCOPT,LANB,10,0,0,CENTER&nbsp; &nbsp;<\/div>\n<div>solve&nbsp; &nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/POST1&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>\/EFACET,1&nbsp; &nbsp;<\/div>\n<div>PLNSOL, U,SUM, 0,1.0<\/div>\n<div>SET,LIST,999<\/div>\n<div>)\/GOP&nbsp; &nbsp; &nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>!*********************************************UPGEOM<\/div>\n<div>allsel,all<\/div>\n<div>eplot<\/div>\n<div>\/PREP7&nbsp;&nbsp;<\/div>\n<div>UPGEOM,10\/350,1,6,&#8217;test&#8217;,&#8217;rst&#8217;,&#8217; &#8216;&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/SOL<\/div>\n<div>&nbsp;<\/div>\n<div>eplot<\/div>\n<div>&nbsp;<\/div>\n<div>!*change force<\/div>\n<div>fdele,all,all<\/div>\n<div>logforce=1000\/(0.5328*2)<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,0,0,0,0,0,<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,depth,depth,0,0,0,<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,0,0,0,0,0,<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,depth,depth,0,0,0,<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,0,0,blen,blen<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,-fwidth\/2,-fwidth\/2,depth,depth,blen,blen<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,0,0,blen,blen<\/div>\n<div>f,all,fz,logforce<\/div>\n<div>&nbsp;<\/div>\n<div>tnsel,fwidth\/2,fwidth\/2,depth,depth,blen,blen<\/div>\n<div>f,all,fz,-logforce<\/div>\n<div>&nbsp;<\/div>\n<div>allsel,all<\/div>\n<div>eplot<\/div>\n<div>&nbsp;<\/div>\n<div>!*NLGEOM<\/div>\n<div>&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>ANTYPE,0<\/div>\n<div>ANTYPE,0<\/div>\n<div>NLGEOM,1<\/div>\n<div>NSUBST,100,100,1<\/div>\n<div>OUTRES,ERASE<\/div>\n<div>OUTRES,ALL,ALL&nbsp;&nbsp;<\/div>\n<div>RESCONTRL,DEFINE,ALL,ALL,-1&nbsp;<\/div>\n<div>TIME,1&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/POST1&nbsp;&nbsp;<\/div>\n<div>FINISH&nbsp;&nbsp;<\/div>\n<div>\/SOL<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>NLGEOM,1<\/div>\n<div>NROPT,AUTO, ,OFF<\/div>\n<div>LUMPM,0&nbsp;<\/div>\n<div>EQSLV, , ,0, ,DELE&nbsp;&nbsp;<\/div>\n<div>MSAVE,0&nbsp;<\/div>\n<div>PCGOPT,0, ,AUTO, , ,AUTO<\/div>\n<div>PIVCHECK,0&nbsp;&nbsp;<\/div>\n<div>PSTRESS,0&nbsp; &nbsp;<\/div>\n<div>TOFFST,0,&nbsp; &nbsp;<\/div>\n<div>!*&nbsp;&nbsp;<\/div>\n<div>solve&nbsp; &nbsp;<\/div>\n<div>&nbsp;<\/div>\n<div>eplot<\/div>\n<p>What is wrong with my analysis ??<\/p>\n","protected":false},"template":"","class_list":["post-360123","topic","type-topic","status-closed","hentry","topic-tag-ansys-apdl","topic-tag-buckling-analysis","topic-tag-initial-imperfection","topic-tag-material-nonlinearity-1","topic-tag-nonlinear-analysis","topic-tag-steel-beam-1"],"aioseo_notices":[],"aioseo_head":"\n\t\t<!-- All in One SEO 4.9.10 - aioseo.com -->\n\t<meta name=\"description\" content=\"Hi everyone,I am trying to perform non linear buckling analysis in ANSYS Mechanical APDL 2021 R1.But the bending stress capacity i am getting (product of reduction factor and yield stress) theoretically is nowhere matching with the numerical results.fbd(reduction factor x yield stress(250MPa) = 201.2 MPafbd(as per model) = 21MPaHere is my code blen=10.0depth=0.55fwidth=0.210 fthk=17.2\/1000wthk=11.1\/1000 TAREA,0,0,0,depth\/2.0,0,blen,1TAREA,0,0,depth\/2.0,depth,0,blen,1TAREA,-fwidth\/2.0,0.0,0,0,0,blen,2TAREA,-fwidth\/2.,0,depth,depth,0,blen,2TAREA,0,fwidth\/2.0,0,0,0,blen,2TAREA,0,fwidth\/2.0,depth,depth,0,blen,2!TACUT,0,0,0,depth,0,blen,0.3 poi=0.3 damp1=0.02!Material Number 1ex, 1,\" \/>\n\t<meta name=\"robots\" content=\"max-image-preview:large\" \/>\n\t<link rel=\"canonical\" href=\"https:\/\/innovationspace.ansys.com\/forum\/forums\/topic\/non-linear-buckling-analysis-h-beam\/\" \/>\n\t<meta name=\"generator\" content=\"All in One SEO (AIOSEO) 4.9.10\" \/>\n\t\t<meta property=\"og:locale\" content=\"en_US\" \/>\n\t\t<meta property=\"og:site_name\" content=\"Ansys Learning Forum | Ansys Innovation Space\" \/>\n\t\t<meta property=\"og:type\" content=\"article\" \/>\n\t\t<meta property=\"og:title\" content=\"NON LINEAR BUCKLING ANALYSIS H BEAM | Ansys Learning Forum\" \/>\n\t\t<meta property=\"og:description\" content=\"Hi everyone,I am trying to perform non linear buckling analysis in ANSYS Mechanical APDL 2021 R1.But the bending stress capacity i am getting (product of reduction factor and yield stress) theoretically is nowhere matching with the numerical results.fbd(reduction factor x yield stress(250MPa) = 201.2 MPafbd(as per model) = 21MPaHere is my code blen=10.0depth=0.55fwidth=0.210 fthk=17.2\/1000wthk=11.1\/1000 TAREA,0,0,0,depth\/2.0,0,blen,1TAREA,0,0,depth\/2.0,depth,0,blen,1TAREA,-fwidth\/2.0,0.0,0,0,0,blen,2TAREA,-fwidth\/2.,0,depth,depth,0,blen,2TAREA,0,fwidth\/2.0,0,0,0,blen,2TAREA,0,fwidth\/2.0,depth,depth,0,blen,2!TACUT,0,0,0,depth,0,blen,0.3 poi=0.3 damp1=0.02!Material Number 1ex, 1,\" \/>\n\t\t<meta property=\"og:url\" content=\"https:\/\/innovationspace.ansys.com\/forum\/forums\/topic\/non-linear-buckling-analysis-h-beam\/\" \/>\n\t\t<meta property=\"article:published_time\" content=\"2024-04-02T19:35:29+00:00\" \/>\n\t\t<meta property=\"article:modified_time\" content=\"2024-04-02T19:35:29+00:00\" \/>\n\t\t<meta name=\"twitter:card\" content=\"summary_large_image\" \/>\n\t\t<meta name=\"twitter:title\" content=\"NON LINEAR BUCKLING ANALYSIS H BEAM | Ansys Learning Forum\" \/>\n\t\t<meta name=\"twitter:description\" content=\"Hi everyone,I am trying to perform non linear buckling analysis in ANSYS Mechanical APDL 2021 R1.But the bending stress capacity i am getting (product of reduction factor and yield stress) theoretically is nowhere matching with the numerical results.fbd(reduction factor x yield stress(250MPa) = 201.2 MPafbd(as per model) = 21MPaHere is my code blen=10.0depth=0.55fwidth=0.210 fthk=17.2\/1000wthk=11.1\/1000 TAREA,0,0,0,depth\/2.0,0,blen,1TAREA,0,0,depth\/2.0,depth,0,blen,1TAREA,-fwidth\/2.0,0.0,0,0,0,blen,2TAREA,-fwidth\/2.,0,depth,depth,0,blen,2TAREA,0,fwidth\/2.0,0,0,0,blen,2TAREA,0,fwidth\/2.0,depth,depth,0,blen,2!TACUT,0,0,0,depth,0,blen,0.3 poi=0.3 damp1=0.02!Material Number 1ex, 1,\" \/>\n\t\t<script type=\"application\/ld+json\" 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yield stress) theoretically is nowhere matching with the numerical results.fbd(reduction factor x yield stress(250MPa) = 201.2 MPafbd(as per model) = 21MPaHere is my code blen=10.0depth=0.55fwidth=0.210 fthk=17.2\/1000wthk=11.1\/1000 TAREA,0,0,0,depth\/2.0,0,blen,1TAREA,0,0,depth\/2.0,depth,0,blen,1TAREA,-fwidth\/2.0,0.0,0,0,0,blen,2TAREA,-fwidth\/2.,0,depth,depth,0,blen,2TAREA,0,fwidth\/2.0,0,0,0,blen,2TAREA,0,fwidth\/2.0,depth,depth,0,blen,2!TACUT,0,0,0,depth,0,blen,0.3 poi=0.3 damp1=0.02!Material Number 1ex, 1,","og:url":"https:\/\/innovationspace.ansys.com\/forum\/forums\/topic\/non-linear-buckling-analysis-h-beam\/","article:published_time":"2024-04-02T19:35:29+00:00","article:modified_time":"2024-04-02T19:35:29+00:00","twitter:card":"summary_large_image","twitter:title":"NON LINEAR BUCKLING ANALYSIS H BEAM | Ansys Learning Forum","twitter:description":"Hi everyone,I am trying to perform non linear buckling analysis in ANSYS Mechanical APDL 2021 R1.But the bending stress capacity 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