CFVR2603 - BS 5950 (2001) test: Tension and Compression buckling

Tension and compression buckling checking according to BS 5950 (2001).

An estructure of 2 fixed bars subjected to a Fy load of -30000 KN.
The bars have a length of 1 m and 5.01 m respectively.
The cross section is an Angle L 120 x 120 x 12 with 3.6 cm² of holes area.
The bars are made of Fe 430 steel.
The aim of the example is to obtain the cross section classification, the tension and compression criterion according to BS 5950 (2001).

Element types used in the model: LINK1

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

Cross Section

Steel

Code Checking/Design

BS 5950-01

Model Statistics
Number of elements	2
Number of nodes	3
Number of civil materials	1
Number of cross sections	1
Number of shell vertices	0

Log file: CFVR2603.DAT

  FINISH
  ~CFCLEAR,,1
  NomFile='CFVR2603'
  /TITLE, %NomFile%, BS 5950 (2001): Tension and compression buckling

!--------------------------------------------------------------------------------------
! Model definition and solve
!--------------------------------------------------------------------------------------
! CivilFEM Setup: Code & Units
  ~UNITS,,LENG,CM
  ~UNITS,,TIME,S
  ~UNITS,,FORC,Kp
  ~CODESEL,BS595001,EC2,,,EC8-94

/PREP7
! Preprocessor
! --------------------------------------------------
! Materials
  ~CFMP,1,LIB,STEEL,BS5950,GR55   !GR55 (BS 5950 85)
! Element Types
  ET,1,LINK1 ! Type 1: 2D Spar
! Cross Sections
  ~SSECLIB,1,1,23,11   !Angle L 120 x 120 x 12
! Code Properties
  ~SECMDF,1,BS5950PR,AHOLES,,3.6
! Member Properties
  L        = 111.8
  KLTXY    = 1.1
  KLTXZ    = 1.1
  KCXY     = 1.2
  KCXZ     = 1.2
  CteRob   = 0
  n        = 1
  m        = 1
  DL       = 0
  CFBUCKXY = 1
  CFBUCKXZ = 1
  CHCKAXIS = 1
  ~MEMBPRO,1,BS595085,ALL,L,KLTXY,KLTXZ,KCXY,KCXZ,CteRob,n,m,DL,CFBUCKXY,CFBUCKXZ,CHCKAXIS
! Beam Properties
  ~BMSHPRO,1,BEAM,1,1,,,1,1,0,,Beam Properties

! Nodes
  N, 1
  N,2,100
  N,3,,-50
! Elements
  E,1,2
  E,3,2
  EPLOT
/SOLU
! Solution
! --------------------------------------------------
! Displacements
  D, 1,ALL
  D, 3,ALL
! Apply Load
  F,2,FY,-30000      ! Kp

/IMAGE,SAVE,%NomFile%,BMP

! Solve
  SOLVE
/POST1
! Postprocessor
! --------------------------------------------------
 ! Read results
   ~CFSET,,1,1       ! Load first load step
 ! Plot esfuerzo axil
   ~PLLSFOR,F,X,-1
 ! BS 5950 85 Check for Tension
   ~CHKSTL,TENSION,
 ! BS 5950 85 Check for Compresion + buckling
   ~CHKSTL,BUCK_CMP,

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

! Marix 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) = 'Crt_1'
  LABEL(2 ,1) = 'F1'
  LABEL(3 ,1) = 'PT1'
  LABEL(4 ,1) = 'Class2'
  LABEL(5 ,1) = 'WebClass2'
  LABEL(6 ,1) = 'Crt_2'
  LABEL(7 ,1) = 'F2'
  LABEL(8 ,1) = 'Pc2'
  LABEL(9 ,1) = 'Lambda'
  LABEL(10,1) = 'Lambda0'
  LABEL(11,1) = 'PerryFac'
  LABEL(12,1) = 'Robersts'
  LABEL(13,1) = 'Rhoc'

! Correct values
  VALUE(1 ,1)=0.54618
  VALUE(2 ,1)=60000.
  VALUE(3 ,1)=109854.
  VALUE(4 ,1)=4
  VALUE(5 ,1)=1
  VALUE(6 ,1)=0.81586
  VALUE(7 ,1)=67082.
  VALUE(8 ,1)=82222.
  VALUE(9 ,1)=57.333
  VALUE(10,1)=13.411
  VALUE(11,1)=0.2316
  VALUE(12,1)=5.5
  VALUE(13,1)=3182.

!Obtained values
  ! BS 5950 (1985) Check for Tension
   ~CFSET,1      ! Load first alternative
   ~PLLSSTL,CRT_TOT
   *GET,VALUE(1,2),ELEM,1,ETAB,CFETAB_I
   ~PLLSSTL,F
   *GET,VALUE(2,2),ELEM,1,ETAB,CFETAB_I
   ~PLLSSTL,PT
   *GET,VALUE(3,2),ELEM,1,ETAB,CFETAB_I

 ! BS 5950 (1985) Check for Compression
   ~CFSET,2      ! Load second alternative
   ~PLLSSTL,CLASS
   *GET,VALUE(4,2),ELEM,2,ETAB,CLASS_I
   ~PLLSSTL,WEBCLASS
   *GET,VALUE(5,2),ELEM,2,ETAB,CLASS_I
   ~PLLSSTL,CRT_TOT
   *GET,VALUE(6,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,F
   *GET,VALUE(7,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,PC
   *GET,VALUE(8,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,LAMBDA
   *GET,VALUE(9,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,LAMBDA0
   *GET,VALUE(10,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,PERRYFCT
   *GET,VALUE(11,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,ROBERSTS
   *GET,VALUE(12,2),ELEM,2,ETAB,CFETAB_I
   ~PLLSSTL,RHOC
   *GET,VALUE(13,2),ELEM,2,ETAB,CFETAB_I

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

!--------------------------------------------------------------------------------------
! Results comparison
!--------------------------------------------------------------------------------------
  COMPARA.MAC

Results

Label	Target	CivilFEM	Ratio	Tolerance
Crt_1	0.54618	0.54618	1.000	0.0001
F1	60000	60000	1.000	1
PT1	1.0985e+005	1.0985e+005	1.000	1
Class2	4	4	1.000	0
WebClass	1	1	1.000	0
Crt_2	0.81586	0.81587	1.000	0.001
F2	67082	67082	1.000	1
Pc2	82222	82222	1.000	1
Lambda	57.333	57.333	1.000	0.001
Lambda0	13.411	13.411	1.000	0.001
PerryFac	0.2316	0.23166	1.000	0.001
Robersts	5.5	5.5	1.000	0.01
Rhoc	3182	3182.6	1.000	1

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CFVR2603 - BS 5950 (2001) test: Tension and Compression buckling

Tension and compression buckling checking according to BS 5950 (2001).

Results