CFVR1017 - EC3-05 test: Compression Buckling

Compression buckling checking according to EN 1993-1-1:2005

A fixed steel beam subjected to a Fy load of -250 kN, applied to an end of the beam.
The beam has a length of 10 m.
The cross section is a 2 UPN 180.
The beam is made of Fe 460 steel which has a fy of 460000 kN/m².
The aim of the example is to obtain the cross section classification and compression buckling criterion according to EN 1993-1-1:2005.

Element types used in the model: BEAM4

Needed CivilFEM Modules:
Geotechnical Module
Bridges and Civil Non Linearities Module
Advanced Prestressed Concrete Module

The example can be launched on an educational license.

KEYWORDS

Beam

Cross Section

Steel

Code Checking/Design

Eurocode 3

Model Statistics
Number of elements	1
Number of nodes	2
Number of civil materials	1
Number of cross sections	1
Number of shell vertices	0

Log file: CFVR1017.DAT

   FINISH
  ~CFCLEAR,,1
   NomFile='CFVR1017'
  /TITLE, %NomFile%, EC3-05 test: Compression Buckling

! ---------------------------------------------------------------------------------
! Model definition and solve
! ---------------------------------------------------------------------------------
! CivilFEM Setup: Code & Units
  ~UNITS,,LENG,M
  ~UNITS,,TIME,S
  ~UNITS,,FORC,KN
  ~CODESEL,EC3-05,EC2-08,,,EC8-94
 /PREP7
! Materials
 ~CFMP,1,LIB,STEEL,UNE,S 460

! Element Types
  ET,1,BEAM4 ! Type 1: 3D Beam

! Cross Sections
  ~SSECLIB,1,1,94,6    ! 2 UPN 180

! ~MEMBPRO,1,EC3,ALL, L,    K,   KW,   C1,   C2,   C3,  CMY,  CMZ, CMLT,PSIVEC,LATB,CFBXY,CFBXZ,CHKAX  
  ~MEMBPRO,1,EC3,ALL,10,1.000,1.000,1.000,  1.0,  1.0,  1.0,  1.0,  1.0,   0.5,   1,  1.0,  1.0,    0,   

! Beam properties
  ~BMSHPRO,1,BEAM,1,,,,4,1,0,,

! Nodes
  N, 1
  N,25,,10
  E,1,25
  EPLOT
/SOLU
! Restraints
  D, 1,UX
  D, 1,UY
  D, 1,UZ
  D,25,UX
  D,25,UZ
  D,ALL,ROTY		
 
! Apply Load
  F,25,FY,-250
! Solve
  SOLVE
  
  FINISH
 /POST1
! Read results
  ~CFSET,,1,1       ! Read the first load step

! Check Buckling checking
  ~CHKSTL,BUCK_CMP,-Z,PARTIAL

!--------------------------------------------------------------------------------------
! DATA CHECK
!--------------------------------------------------------------------------------------
! Data comparison number
  NComp = 13
  NComp_ch =  0

! Matrix dim.
  *DIM,LABEL,CHAR,Ncomp,1
  *DIM,LABEL_CH,CHAR,Ncomp_ch,1
  *DIM,VALUE,,Ncomp,3
  *DIM,VALUE_CH,CHAR,Ncomp_ch,3
  *DIM,TOLER,,Ncomp,2

! Labels
!--------------------------------------------------------------------------------------
  LABEL( 1,1) = 'CLASS'
  LABEL( 2,1) = 'ALP_Z'
  LABEL( 3,1) = 'AREA'
  LABEL( 4,1) = 'LAM_Y'
  LABEL( 5,1) = 'LAM_Z'   
  LABEL( 6,1) = 'PHI_Y'
  LABEL( 7,1) = 'PHI_Z'  
  LABEL( 8,1) = 'CHI_Y'
  LABEL( 9,1) = 'CHI_Z'    
  LABEL(10,1) = 'NCR_Y'
  LABEL(11,1) = 'NCR_Z'
  LABEL(12,1) = 'NBRD'
  LABEL(13,1) = 'CRT_TOT'  

! Correct values
!--------------------------------------------------------------------------------------
  VALUE( 1,1)=   1
  VALUE( 2,1)=   0.13
  VALUE( 3,1)=   5.6E-3
  VALUE( 4,1)=   2.145
  VALUE( 5,1)=   2.726  
  VALUE( 6,1)=   2.93
  VALUE( 7,1)=   4.38
  VALUE( 8,1)=   0.203
  VALUE( 9,1)=   0.128  
  VALUE(10,1)=   559.61
  VALUE(11,1)=   346.78
  VALUE(12,1)=   300.046
  VALUE(13,1)=   0.833
! Obtained values
!--------------------------------------------------------------------------------------
 ~PLLSSTL,CLASS
 *GET,VALUE( 1,2),ELEM,1,ETAB,CLASS_J
 ~PLLSSTL,ALP_Z
 *GET,VALUE( 2,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,AREA
 *GET,VALUE( 3,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,LAM_Y
 *GET,VALUE( 4,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,LAM_Z
 *GET,VALUE( 5,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,PHI_Y
 *GET,VALUE( 6,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,PHI_Z
 *GET,VALUE( 7,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,CHI_Y 
 *GET,VALUE( 8,2),ELEM,1,ETAB,CFETAB_J 
 ~PLLSSTL,CHI_Z
 *GET,VALUE( 9,2),ELEM,1,ETAB,CFETAB_J 
 ~PLLSSTL,NCR_Y
 *GET,VALUE(10,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,NCR_Z
 *GET,VALUE(11,2),ELEM,1,ETAB,CFETAB_J 
 ~PLLSSTL,NBRD
 *GET,VALUE(12,2),ELEM,1,ETAB,CFETAB_J
 ~PLLSSTL,CRT_TOT
 *GET,VALUE(13,2),ELEM,1,ETAB,CFETAB_J

! Warning and error tolerances
  TOLER( 1,1)= 0    $ TOLER( 1,2)= 0
  TOLER( 2,1)= 1E-2 $ TOLER( 2,2)= 1E-2
  TOLER( 3,1)= 1E-4 $ TOLER( 3,2)= 1E-4
  TOLER( 4,1)= 1E-3 $ TOLER( 4,2)= 1E-3
  TOLER( 5,1)= 1E-1 $ TOLER( 5,2)= 1E-1
  TOLER( 6,1)= 1E-2 $ TOLER( 6,2)= 1E-2		
  TOLER( 7,1)= 1E-2 $ TOLER( 7,2)= 1E-2
  TOLER( 8,1)= 1E-2 $ TOLER( 8,2)= 1E-2
  TOLER( 9,1)= 1E-2 $ TOLER( 9,2)= 1E-2
  TOLER(10,1)= 1E-2 $ TOLER(10,2)= 1E-2
  TOLER(11,1)= 1E-2 $ TOLER(11,2)= 1E-2
  TOLER(12,1)= 1E-2 $ TOLER(12,2)= 1E-2
  TOLER(13,1)= 1E-2 $ TOLER(13,2)= 1E-2
!--------------------------------------------------------------------------------------
! Results comparison
!--------------------------------------------------------------------------------------
  COMPARA.MAC

Results

Label	Target	CivilFEM	Ratio	Tolerance
CLASS	1	1	1.000	0
ALP_Z	0.13	0.13	1.000	0.01
AREA	0.0056	0.0056	1.000	0.0001
LAM_Y	2.145	2.1455	1.000	0.001
LAM_Z	2.726	2.7255	1.000	0.1
PHI_Y	2.93	2.9281	1.001	0.01
PHI_Z	4.38	4.3783	1.000	0.01
CHI_Y	0.203	0.20322	0.999	0.01
CHI_Z	0.128	0.12813	0.999	0.01
NCR_Y	559.61	559.61	1.000	0.01
NCR_Z	346.78	346.78	1.000	0.01
NBRD	300.05	300.05	1.000	0.01
CRT_TOT	0.833	0.83321	1.000	0.01

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CFVR1017 - EC3-05 test: Compression Buckling

Compression buckling checking according to EN 1993-1-1:2005

Results