CFVR5241 - Isostatic and hiperestatic checking on isostatic beam

rectangular cross section.

The model is a prestressed beam with a length of 15 meters.
The beam is made of C16/20 concrete and the tendons are made of Gr250 steel.
The section is rectangular 1 x 0.5, with reinforcement of S400 steel.
Load states:

The aim of the example is to verify the calculation of prestressing losses.
This example is based on "Prestressed concrete, a fundamental approach", 4th edition, page 16.

Element types used in the model: BEAM44

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
Tendon
Cross Section
Prestressed Concrete
Prestressing Losses

Model Statistics
Number of elements 8
Number of nodes 9
Number of civil materials 3
Number of cross sections 1
Number of shell vertices 0

Log file: CFVR5241.DAT


   FINISH
   ~CFCLEAR,,1
   ~CFACTIV,PRSC,Y
   NomFile='CFVR5241'
 /TITLE,%NomFile%, I&H CHECKING, ISOST BEAM, RECT SECTION

! -------------------------------------------------------------------------------------
! Initial data
! -------------------------------------------------------------------------------------
! CivilFEM SETUP
  ~UNITS,SI
  ~CODESEL,,EC2-91,EC2-91
  ~CFACTIV,PRSC,Y

! Preprocessor
  /PREP7

! Material Definition
  ~CFMP,1,LIB,CONCRETE,EC2,C16/20
  ~CFMP,2,LIB,REINF,CEB,S400
  ~CFMP,3,LIB,PREST,ASTMA416,Gr250

 ! Parameters to ignore prestressing losses.
  ~CFMP,3,Prest,MU,,0
  ~CFMP,3,Prest,K ,,0
  ~CFMP,3,Prest,A ,,0

! Element Type Definition
  ET,1,Beam44

! Cross-section definition
  ~CSECDMS,1,REC,1,1 ,0.5,0 ,0 ,0 ,0 ,0 ,0 ,1 ,2
! Beam & Shell property
  ~BMSHPRO,1,BEAM,1,1,,,44,1,1,,Beam 1

! Model Construction
  k,1
  k,2,15
  l,1,2
  dk,1,ux,0,,,uy,uz,rotx
  dk,2,uy,0,,,uz
  h_elems = 4
  medcut = h_elems+1
  endcut   = h_elems*2+1
  lesize,all,,,h_elems*2
  lmesh,all

! Support beam construction
  area = 0.01
  c_diameter = 0.15
  ~SBBMDEF

  ~PCEPDEF,1,       1,     0,0
  ~PCEPDEF,2,medcut,-0.400,0
  ~PCEPDEF,3,  endcut,     0,0

  ~PCPPDEF,1,       1,     0,0
  ~PCPPDEF,3,  endcut,     0,0

  Papp = 862207
  ~PCTNDEF,1,3,area,c_diameter,Papp  ,Papp  ,0

  ~PCTNMDF,1,EADD,1.
  ~PCTNMDF,1,EADD,2.
  ~PCTNMDF,1,EADD,3.
  ~PCTNMDF,1,PADD,1.
  ~PCTNMDF,1,PADD,3.
  ~PCTNMDF,1,METHOD,1

  ~PCTNMDF,1,EPAROUT,1,0
  ~PCTNMDF,1,EPARIN,2,0

  ~PCLOSS,0,0,0,0.8,

/SOLU
  ACEL,,9.81
  SOLVE               ! LS 1: Self weight

  ~PCPL               ! Prestressing forces
  SOLVE               ! LS 2: SW + Prestressing loads

  ~PCDEL              ! Prestressing forces delete
  ACEL,,,9.81         ! "Transverse" weight
  SOLVE               ! LS 3: SWT

  ACEL,
  ~PCPL               ! Prestressing forces
  SOLVE               ! LS 4: Prestressing loads

/POST1

!--------------------------------------------------------------------------------------
! DATA CHECK
!--------------------------------------------------------------------------------------
! Data comparison number

  NComp = 24
  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
  *DIM,NODOS,,Ncomp,1
  *DIM,COORDX,,Ncomp,1

! Labels, Correct data, obtained data
!--------------------------------------------------------------------------------------
  ~CFSET,,1
  LABEL( 1) = 'KPRES1' $  VALUE( 1,1) =  0.0           $  ~CFGET,VALUE( 1,2),PRSCONC,,KPRES
  ~CFSET,,2
  LABEL( 2) = 'KPRES2' $  VALUE( 2,1) =  1             $  ~CFGET,VALUE( 2,2),PRSCONC,,KPRES
                                   ~CFGET,aux1,ELEMENT,h_elems,FORCE,HMZ,J,
                                   ~CFGET,aux2,ELEMENT,h_elems,FORCE,IMZ,J,
  LABEL( 3) = 'HMZ_IMZ'$  VALUE( 3,1) = -1             $  VALUE( 3,2)=aux1/aux2
  LABEL( 4) = 'FY'     $  VALUE( 4,1) =  0.0           $  ~CFGET,VALUE( 4,2),ELEMENT,h_elems,FORCE, FY,J,
  LABEL( 5) = 'IFY'    $  VALUE( 5,1) =  0.0           $  ~CFGET,VALUE( 5,2),ELEMENT,h_elems,FORCE,IFY,J,

  ~CFSET,,3
  LABEL( 6) = 'KPRES3' $  VALUE( 6,1) =  0.0           $  ~CFGET,VALUE( 6,2),PRSCONC,,KPRES
  LABEL( 7) = 'MY'     $  VALUE( 7,1) =  -344882.8125  $  ~CFGET,VALUE( 7,2),ELEMENT,h_elems,FORCE, MY,J,
  LABEL( 8) = 'IMY'    $  VALUE( 8,1) =  0.0           $  ~CFGET,VALUE( 8,2),ELEMENT,h_elems,FORCE,IMY,J,

  ~CFSET,,4
  LABEL( 9) = 'KPRES4' $  VALUE( 9,1) =  1             $  ~CFGET,VALUE( 9,2),PRSCONC,,KPRES
                                   ~CFGET,aux1,ELEMENT,h_elems,FORCE,HMZ,J,
                                   ~CFGET,aux2,ELEMENT,h_elems,FORCE,IMZ,J,
  LABEL(10) = 'HMZ_IMZ'$  VALUE(10,1) =  0.0           $  VALUE(10,2)=ABS(aux1/aux2)
                                   ~CFGET,aux1,ELEMENT,h_elems,FORCE,HFX,J,
                                   ~CFGET,aux2,ELEMENT,h_elems,FORCE,IFX,J,
  LABEL(11) = 'HFX_IFX'$  VALUE(11,1) =  0.0           $  VALUE(11,2)=ABS(aux1/aux2)
                                   ~CFGET,aux1,ELEMENT,h_elems,FORCE,HFY,J,
                                   ~CFGET,aux2,ELEMENT,h_elems,FORCE,IFY,J,
  LABEL(12) = 'HFY'     $ VALUE(12,1) =  0.0           $  VALUE(12,2)=ABS(aux1)
  LABEL(13) = 'RFX1'    $ VALUE(13,1) =  0.0           $  *GET,VALUE(13,2),NODE,1,RF,FX
  LABEL(14) = 'RFY1'    $ VALUE(14,1) =  0.0           $  *GET,VALUE(14,2),NODE,1,RF,FY
  LABEL(15) = 'RFZ1'    $ VALUE(15,1) =  0.0           $  *GET,VALUE(15,2),NODE,1,RF,FZ
  LABEL(16) = 'RFY2'    $ VALUE(16,1) =  0.0           $  *GET,VALUE(16,2),NODE,2,RF,FY
  LABEL(17) = 'RFZ2'    $ VALUE(17,1) =  0.0           $  *GET,VALUE(17,2),NODE,2,RF,FZ

  a_parab = 0.0071111111
  LABEL(18) = 'YP'
  VALUE(18,1) = a_parab*(-7.5+7.5/h_elems)**2-0.4
  ~CFGET,VALUE(18,2),PRSCONC,,TENDON,COORD,Y,1,2
  LABEL(19) = 'ZP'
  VALUE(19,1) = 0.0
  ~CFGET,VALUE(19,2),PRSCONC,,TENDON,COORD,Z,1,2
  LABEL(20) = 'SXYP'
  VALUE(20,1) = 2*a_parab*(-7.5+7.5/h_elems)
  ~CFGET,VALUE(20,2),PRSCONC,,TENDON,COORD,SXY,1,2

  ~CFSET,,2
  LABEL(21) = 'UYMAX'
  VALUE(21,1) =  0.0
  *GET,VALUE(21,2),NODE, 1,U,Y
  LABEL(22) = 'UYMIN'
  VALUE(22,1) =  -0.498E-5
  *GET,VALUE(22,2),NODE, 6,U,Y
  LABEL(23) = 'UZMAX'
  VALUE(23,1) =  0.0
  *GET,VALUE(23,2),NODE, 1,U,Z
  LABEL(24) = 'UZMIN'
  VALUE(24,1) =  0.0
  *GET,VALUE(24,2),NODE, 6,U,Z

! Warning and error tolerances
  TOLER(  1,1) = 1E-02   $  TOLER(  1,2) = 1E-02 
  TOLER(  2,1) = 1E-02   $  TOLER(  2,2) = 1E-02 
  TOLER(  3,1) = 1E-02   $  TOLER(  3,2) = 1E-02   
  TOLER(  4,1) = 1E-02   $  TOLER(  4,2) = 1E-02 
  TOLER(  5,1) = 1E-02   $  TOLER(  5,2) = 1E-02 
  TOLER(  6,1) = 1E-02   $  TOLER(  6,2) = 1E-02 
  TOLER(  7,1) = 1E-00   $  TOLER(  7,2) = 1E-00 
  TOLER(  8,1) = 1E-02   $  TOLER(  8,2) = 1E-02 
  TOLER(  9,1) = 1E-02   $  TOLER(  9,2) = 1E-02 
  TOLER( 10,1) = 1E-02   $  TOLER( 10,2) = 1E-02 
  TOLER( 11,1) = 1E-02   $  TOLER( 11,2) = 1E-02 
  TOLER( 12,1) = 1E-02   $  TOLER( 12,2) = 1E-02 
  TOLER( 13,1) = 1E-02   $  TOLER( 13,2) = 1E-02
  TOLER( 14,1) = 1E-02   $  TOLER( 14,2) = 1E-02 
  TOLER( 15,1) = 1E-02   $  TOLER( 15,2) = 1E-02
  TOLER( 16,1) = 1E-02   $  TOLER( 16,2) = 1E-02 
  TOLER( 17,1) = 1E-02   $  TOLER( 17,2) = 1E-02 
  TOLER( 18,1) = 1E-02   $  TOLER( 18,2) = 1E-02 
  TOLER( 19,1) = 1E-02   $  TOLER( 19,2) = 1E-02 
  TOLER( 20,1) = 1E-02   $  TOLER( 20,2) = 1E-02 
  TOLER( 21,1) = 1E-02   $  TOLER( 21,2) = 1E-02 
  TOLER( 22,1) = 1E-08   $  TOLER( 22,2) = 1E-08 

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

Results

LabelTargetCivilFEMRatioTolerance
KPRES1 0 00.000 0.01
KPRES2 1 11.000 0.01
HMZ_IMZ -1 -11.000 0.01
FY 0-2.3874e-0120.000 0.01
IFY 0 00.000 0.01
KPRES3 0 00.000 0.01
MY-3.4488e+005-3.4488e+0051.000 1
IMY 0 00.000 0.01
KPRES4 1 11.000 0.01
HMZ_IMZ 05.0633e-0140.000 0.01
HFX_IFX 0 00.000 0.01
HFY 01.819e-0100.000 0.01
RFX1 0-5.8208e-0100.000 0.01
RFY1 03.1432e-0090.000 0.01
RFZ1 0 00.000 0.01
RFY2 03.638e-0090.000 0.01
RFZ2 0 00.000 0.01
YP -0.175 -0.1751.000 0.01
ZP 0 00.000 0.01
SXYP -0.08 -0.0800011.000 0.01
UYMAX 0 00.000 0.01
UYMIN-4.98e-006-4.9787e-0061.000 1e-008
UZMAX 0 00.000 0
UZMIN 0 00.000 0

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