Left

CivilFEM Online Help

Official Websites: CivilFEM | CivilFEM Licenses | Ingeciber | Current downloads
CivilFEM for Ansys: Install | Doc | Verif | Instala | Doc(ES) | PDF | PDF(ES) | Support | Soporte | Class3
CivilFEM Apps for Ansys Workbench: Install | Lic | FAQ | Concrete | Steel | Theory | PDF | Support | Soporte | Class3
CivilFEM powered by Marc: Install | Capabilities | Cap(ES) | Doc | Python | Theory | Verif | PDF | Support | Soporte | Class3
Right

CFVR0907 - Shell reinforcement design according to Eurocode 2

Shell reinforcement design according to Eurocode 2 using the CEB-FIP method.

The model is made up of two square shell elements of 1.0m x 1.0m. The nodes of one side are completely restrained and one of the nodes between both element has its vertical movement restrained (perpendicular to the shells).
The applied loads are horizontal tension loads (X direction) at the free side and a pressure of 30 kN/m2 on one of the elements.

The reinforcement design method is the CEB-FIP method. The values obtained by CivilFEM are compared to the analytical values obtained in the log file.

Element types used in the model: SHELL63

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
Shell
Shell Vertex
Reinforced Concrete
Eurocode 2

Model Statistics
Number of elements 2
Number of nodes 6
Number of civil materials 2
Number of cross sections 0
Number of shell vertices 1

Log file: CFVR0907.DAT


   FINISH
  ~CFCLEAR,,1
   NomFile='CFVR0907'
  /TITLE, %NomFile%, Shell reinforcement design according to EC2
! ---------------------------------------------------------------------------------
! Model definition and analysis
! ---------------------------------------------------------------------------------

! Setup
 ~UNITS,SI
 ~CODESEL,EC3-92,EC2-91,EC2-91,,EC8-94
 ~CFCONFG,PLRES   ,SHELL   ,EPSW 
 ~CFCONFG,RESULT,CFSHF,1

/PREP7
! Materials
 ~CFMP,5,LIB,CONCRETE,EC2,C40/50
 ~CFMP,2,LIB,REINF,EC2,S400
! Element types
  ET,2,SHELL63
! Shell Vertex
  t=0.12     ! Thickness
  r=0.03     ! Cover
  th = 0     ! Reinforcement angle
 ~SHLRNF,1,t,5,2,r,0.0,0.0,0.0,0.0,0,th,45
! Beam & Shell property
 ~BMSHPRO,10,SHELL,1,1,1,1,63,,,,Shell property

! Nodes
  N,10,0.0,0.0
  N,20,1.0,0.0
  N,30,2.0,0.0
  N,40,0.0,1.0
  N,50,1.0,1.0
  N,60,2.0,1.0
! Elements
  MAT,5
  REAL,10
  TYPE,2
  EN,100, 10, 20, 50, 40
  EN,200, 20, 30, 60, 50
! Boundary conditions
  D,10,ALL,0.0
  D,40,ALL,0.0
  D,50,UZ,0.0
! Solve
  /SOLU
  F,30,FX,20000
  F,60,FX,30000
  SFE,100,2,PRES, ,30000
  SOLVE

/POST1
! ---------------------------------------------------------------------------------
! Forces and moments calculation on nodes of element 100
! ---------------------------------------------------------------------------------
  *DIM,S  ,,6,3,4 ! Stresses(direction,layer,node)
  *DIM,ESF,,8,4   ! Forces & Moments(component,node)   (Tx,Ty,Txy,Mx,My,Mxy,Nx,Ny)
  ESEL,S,ELEM,,100
! Stresses
  SHELL,TOP
  *VGET,S(1,1,1),NODE,10,S,X,,,4
  *VGET,S(1,1,2),NODE,20,S,X,,,4
  *VGET,S(1,1,3),NODE,50,S,X,,,4
  *VGET,S(1,1,4),NODE,40,S,X,,,4
  SHELL,MID
  *VGET,S(1,2,1),NODE,10,S,X,,,4
  *VGET,S(1,2,2),NODE,20,S,X,,,4
  *VGET,S(1,2,3),NODE,50,S,X,,,4
  *VGET,S(1,2,4),NODE,40,S,X,,,4
  SHELL,BOT
  *VGET,S(1,3,1),NODE,10,S,X,,,4
  *VGET,S(1,3,2),NODE,20,S,X,,,4
  *VGET,S(1,3,3),NODE,50,S,X,,,4
  *VGET,S(1,3,4),NODE,40,S,X,,,4
! Forces & Moments
  *DO,I,1,4
    ESF(1,I)=t*(S(1,1,I)+4*S(1,2,I)+S(1,3,I))/6
    ESF(2,I)=t*(S(2,1,I)+4*S(2,2,I)+S(2,3,I))/6
    ESF(3,I)=t*(S(4,1,I)+4*S(4,2,I)+S(4,3,I))/6
    ESF(4,I)=-t**2*(S(1,1,I)-S(1,3,I))/12
    ESF(5,I)=-t**2*(S(2,1,I)-S(2,3,I))/12
    ESF(6,I)=-t**2*(S(4,1,I)-S(4,3,I))/12
    ESF(7,I)=t*(S(6,1,I)+4*S(6,2,I)+S(6,3,I))/6
    ESF(8,I)=t*(S(5,1,I)+4*S(5,2,I)+S(5,3,I))/6
  *ENDDO
! Design moments
  *DIM,Mxi,,4
  *DIM,Myi,,4
  *DIM,Mxs,,4
  *DIM,Mys,,4
  ! Lower reinforcement bending moments
    *DO,I,1,4
      Mxi(I)=ESF(4,I)-2*ESF(6,I)*TAN(th)+ESF(5,I)*(TAN(th))**2
      Mxi(I)=Mxi(I)+ABS((ESF(6,I)-ESF(5,I)*TAN(th))/COS(th))
      Myi(I)=ESF(5,I)/(COS(th))**2+ABS((ESF(6,I)-ESF(5,I)*TAN(th))/COS(th))
      *IF,Mxi(I),LT,0,THEN
         Mxi(I)=0
         Myi(I)=(ESF(6,I)-ESF(5,I)*TAN(th))**2
         Myi(I)=ABS(Myi(I)/(ESF(4,I)-2*ESF(6,I)*TAN(th)+ESF(5,I)*(TAN(th))**2))
         Myi(I)=(ESF(5,I)+Myi(I))/(COS(th))**2
         Myi(I)=(Myi(I)>0)
      *ENDIF
      *IF,Myi(I),LT,0,THEN
         Mxi(I)=ESF(5,I)*(TAN(th))**2+ABS((ESF(6,I)-ESF(5,I)*TAN(th))**2/ESF(5,I))
         Mxi(I)=Mxi(I)+2*ESF(6,I)*TAN(th)+Mxi(I)
         Mxi(I)=(Mxi(I)>0)
         Myi(I)=0
      *ENDIF
    *ENDDO
  ! Upper reinforcement bending moments
    *DO,I,1,4
      Mxs(I)=ESF(4,I)-2*ESF(6,I)*TAN(th)+ESF(5,I)*(TAN(th))**2
      Mxs(I)=Mxs(I)-ABS((ESF(6,I)-ESF(5,I)*TAN(th))/COS(th))
      Mys(I)=ESF(5,I)/(COS(th))**2-ABS((ESF(6,I)-ESF(5,I)*TAN(th))/COS(th))
      *IF,Mxs(I),GT,0,THEN
         Mxs(I)=0
         Mys(I)=(ESF(6,I)-ESF(5,I)*TAN(th))**2
         Mys(I)=ABS(Mys(I)/(ESF(4,I)-2*ESF(6,I)*TAN(th)+ESF(5,I)*(TAN(th))**2))
         Mys(I)=(ESF(5,I)-Mys(I))/(COS(th))**2
         Mys(I)=(Mys(I)<0)
      *ENDIF
      *IF,Mys(I),GT,0,THEN
         Mxs(I)=ESF(5,I)*(TAN(th))**2-ABS((ESF(6,I)-ESF(5,I)*TAN(th))**2/ESF(5,I))
         Mxs(I)=Mxs(I)+2*ESF(6,I)*TAN(th)+Mxs(I)
         Mxs(I)=(Mxs(I)<0)
         Mys(I)=0
      *ENDIF
    *ENDDO
! Designed reinforcement
  *DIM,Axi,,4
  *DIM,Ayi,,4
  *DIM,Axs,,4
  *DIM,Ays,,4
 ~CFGET,FCD,MATERIAL,5,EC2_C,FCD
 ~CFGET,FYD,MATERIAL,2,EC2_S,FYD
 ~CFGET,GAMMAC,MATERIAL,5,EC2_C,GAMC
 ~CFGET,GAMMAS,MATERIAL,2,EC2_S,GAMS
 ~CFGET,EX,MATERIAL,2,DATGEN,EX

I=1
  ~SBPAR,Mxi(I),1.0,t,'ASBxi','ASTxi',r,r,FCD,FYD,EX
  ~SBPAR,Myi(I),1.0,t,'ASByi','ASTyi',r,r,FCD,FYD,EX
  ~SBPAR,Mxs(I),1.0,t,'ASBxs','ASTxs',r,r,FCD,FYD,EX
  ~SBPAR,Mys(I),1.0,t,'ASBys','ASTys',r,r,FCD,FYD,EX
   Axi(I)= 0.00000000D+00
   Ayi(I)= 0.21631401D-03
   Axs(I)= 0.38800874D-03
   Ays(I)= 0.14294469D-03

I=2
  ~SBPAR,Mxi(I),1.0,t,'ASBxi','ASTxi',r,r,FCD,FYD,EX
  ~SBPAR,Myi(I),1.0,t,'ASByi','ASTyi',r,r,FCD,FYD,EX
  ~SBPAR,Mxs(I),1.0,t,'ASBxs','ASTxs',r,r,FCD,FYD,EX
  ~SBPAR,Mys(I),1.0,t,'ASBys','ASTys',r,r,FCD,FYD,EX
   Axi(I)= 0.25133719D-03
   Ayi(I)= 0.91811836D-04
   Axs(I)= 0.00000000D+00
   Ays(I)= 0.93811031D-04

I=3
  ~SBPAR,Mxi(I),1.0,t,'ASBxi','ASTxi',r,r,FCD,FYD,EX
  ~SBPAR,Myi(I),1.0,t,'ASByi','ASTyi',r,r,FCD,FYD,EX
  ~SBPAR,Mxs(I),1.0,t,'ASBxs','ASTxs',r,r,FCD,FYD,EX
  ~SBPAR,Mys(I),1.0,t,'ASBys','ASTys',r,r,FCD,FYD,EX
   Axi(I)= 0.35457164D-04
   Ayi(I)= 0.66098098D-04
   Axs(I)= 0.34520351D-03
   Ays(I)= 0.76348328D-04

I=4
  ~SBPAR,Mxi(I),1.0,t,'ASBxi','ASTxi',r,r,FCD,FYD,EX
  ~SBPAR,Myi(I),1.0,t,'ASByi','ASTyi',r,r,FCD,FYD,EX
  ~SBPAR,Mxs(I),1.0,t,'ASBxs','ASTxs',r,r,FCD,FYD,EX
  ~SBPAR,Mys(I),1.0,t,'ASBys','ASTys',r,r,FCD,FYD,EX
   Axi(I)= 0.25549445D-03
   Ayi(I)= 0.92333819D-04
   Axs(I)= 0.54907319D-04
   Ays(I)= 0.16817988D-04

  ESEL,ALL

! ---------------------------------------------------------------------------------
! Design with CivilFEM
! ---------------------------------------------------------------------------------
 ~CFSET,,1,1
 ~DIMCON,SHELL,CEB

  ESEL,S,ELEM,,100
! Forces & Moments with CivilFEM
  *DIM,ESF_CF,,8,4   ! Forces & Moments(component,node)   (Tx,Ty,Txy,Mx,My,Mxy,Nx,Ny)
~PLSHFOR,TX
  *GET,ESF_CF(1,1),NODE,10,EPSW
  *GET,ESF_CF(1,2),NODE,20,EPSW
  *GET,ESF_CF(1,3),NODE,50,EPSW
  *GET,ESF_CF(1,4),NODE,40,EPSW
~PLSHFOR,TY
  *GET,ESF_CF(2,1),NODE,10,EPSW
  *GET,ESF_CF(2,2),NODE,20,EPSW
  *GET,ESF_CF(2,3),NODE,50,EPSW
  *GET,ESF_CF(2,4),NODE,40,EPSW
~PLSHFOR,TXY
  *GET,ESF_CF(3,1),NODE,10,EPSW
  *GET,ESF_CF(3,2),NODE,20,EPSW
  *GET,ESF_CF(3,3),NODE,50,EPSW
  *GET,ESF_CF(3,4),NODE,40,EPSW
~PLSHFOR,MX
  *GET,ESF_CF(4,1),NODE,10,EPSW
  *GET,ESF_CF(4,2),NODE,20,EPSW
  *GET,ESF_CF(4,3),NODE,50,EPSW
  *GET,ESF_CF(4,4),NODE,40,EPSW
~PLSHFOR,MY
  *GET,ESF_CF(5,1),NODE,10,EPSW
  *GET,ESF_CF(5,2),NODE,20,EPSW
  *GET,ESF_CF(5,3),NODE,50,EPSW
  *GET,ESF_CF(5,4),NODE,40,EPSW
~PLSHFOR,MXY
 *GET,ESF_CF(6,1),NODE,10,EPSW
  *GET,ESF_CF(6,2),NODE,20,EPSW
  *GET,ESF_CF(6,3),NODE,50,EPSW
  *GET,ESF_CF(6,4),NODE,40,EPSW
~PLSHFOR,NX
  *GET,ESF_CF(7,1),NODE,10,EPSW
  *GET,ESF_CF(7,2),NODE,20,EPSW
  *GET,ESF_CF(7,3),NODE,50,EPSW
  *GET,ESF_CF(7,4),NODE,40,EPSW
~PLSHFOR,NY
  *GET,ESF_CF(8,1),NODE,10,EPSW
  *GET,ESF_CF(8,2),NODE,20,EPSW
  *GET,ESF_CF(8,3),NODE,50,EPSW
  *GET,ESF_CF(8,4),NODE,40,EPSW

! Designed reinforcement obtained with CivilFEM
  *DIM,Axi_CF,,4
  *DIM,Ayi_CF,,4
  *DIM,Axs_CF,,4
  *DIM,Ays_CF,,4
~PLSHCON,ASBX
  *GET,Axi_CF(1),NODE,10,EPSW
  *GET,Axi_CF(2),NODE,20,EPSW
  *GET,Axi_CF(3),NODE,50,EPSW
  *GET,Axi_CF(4),NODE,40,EPSW
~PLSHCON,ASBY
  *GET,Ayi_CF(1),NODE,10,EPSW
  *GET,Ayi_CF(2),NODE,20,EPSW
  *GET,Ayi_CF(3),NODE,50,EPSW
  *GET,Ayi_CF(4),NODE,40,EPSW
~PLSHCON,ASTX
  *GET,Axs_CF(1),NODE,10,EPSW
  *GET,Axs_CF(2),NODE,20,EPSW
  *GET,Axs_CF(3),NODE,50,EPSW
  *GET,Axs_CF(4),NODE,40,EPSW
~PLSHCON,ASTY
  *GET,Ays_CF(1),NODE,10,EPSW
  *GET,Ays_CF(2),NODE,20,EPSW
  *GET,Ays_CF(3),NODE,50,EPSW
  *GET,Ays_CF(4),NODE,40,EPSW

!--------------------------------------------------------------------------------------
! DATA CHECK
!--------------------------------------------------------------------------------------
! Data comparison number
  NComp = 48
  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) ='TX_I'
  LABEL( 2) ='TX_J'
  LABEL( 3) ='TX_K'
  LABEL( 4) ='TX_L'
  LABEL( 5) ='TY_I'
  LABEL( 6) ='TY_J'
  LABEL( 7) ='TY_K'
  LABEL( 8) ='TY_L'
  LABEL( 9) ='TXY_I'
  LABEL(10) ='TXY_J'
  LABEL(11) ='TXY_K'
  LABEL(12) ='TXY_L'
  LABEL(13) ='MX_I'
  LABEL(14) ='MX_J'
  LABEL(15) ='MX_K'
  LABEL(16) ='MX_L'
  LABEL(17) ='MY_I'
  LABEL(18) ='MY_J'
  LABEL(19) ='MY_K'
  LABEL(20) ='MY_L'
  LABEL(21) ='MXY_I'
  LABEL(22) ='MXY_J'
  LABEL(23) ='MXY_K'
  LABEL(24) ='MXY_L'
  LABEL(25) ='NX_I'
  LABEL(26) ='NX_J'
  LABEL(27) ='NX_K'
  LABEL(28) ='NX_L'
  LABEL(29) ='NY_I'
  LABEL(30) ='NY_J'
  LABEL(31) ='NY_K'
  LABEL(32) ='NY_L'
  LABEL(33) ='ASxi_I'
  LABEL(34) ='ASxi_J'
  LABEL(35) ='ASxi_K'
  LABEL(36) ='ASxi_L'
  LABEL(37) ='ASyi_I'
  LABEL(38) ='ASyi_J'
  LABEL(39) ='ASyi_K'
  LABEL(40) ='ASyi_L'
  LABEL(41) ='ASxs_I'
  LABEL(42) ='ASxs_J'
  LABEL(43) ='ASxs_K'
  LABEL(44) ='ASxs_L'
  LABEL(45) ='ASys_I'
  LABEL(46) ='ASys_J'
  LABEL(47) ='ASys_K'
  LABEL(48) ='ASys_L'

! Correct values
! ---------------------------------------------------------------------------------
  ! Forces & Moments
    *DO,I,1,8
      *DO,J,1,4
        VALUE(4*(I-1)+J,1)= ESF(I,J)
      *ENDDO
    *ENDDO
  ! Reinforcement
    *DO,I,1,4
      VALUE(32+I,1)=Axi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(36+I,1)=Ayi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(40+I,1)=Axs(I)
    *ENDDO
    *DO,I,1,4
      VALUE(44+I,1)=Ays(I)
    *ENDDO

! Obtained values
! ---------------------------------------------------------------------------------
  ! Forces & Moments
    *DO,I,1,8
      *DO,J,1,4
        VALUE(4*(I-1)+J,2)= ESF_CF(I,J)
      *ENDDO
    *ENDDO
  ! Reinforcement
    *DO,I,1,4
      VALUE(32+I,2)=Axi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(36+I,2)=Ayi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(40+I,2)=Axs_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(44+I,2)=Ays_CF(I)
    *ENDDO

! Warning and error tolerances
  TOLER( 1, 1)= 1E-01   $   TOLER( 1, 2)= 1E-00
  TOLER( 2, 1)= 1E-01   $   TOLER( 2, 2)= 1E-00
  TOLER( 3, 1)= 1E-02   $   TOLER( 3, 2)= 1E-01
  TOLER( 4, 1)= 1E-02   $   TOLER( 4, 2)= 1E-01
  TOLER( 5, 1)= 1E-02   $   TOLER( 5, 2)= 1E-01
  TOLER( 6, 1)= 1E-02   $   TOLER( 6, 2)= 1E-01
  TOLER( 7, 1)= 1E-02   $   TOLER( 7, 2)= 1E-01
  TOLER( 8, 1)= 1E-02   $   TOLER( 8, 2)= 1E-01
  TOLER( 9, 1)= 1E-10   $   TOLER( 9, 2)= 1E-10
  TOLER(10, 1)= 1E-10   $   TOLER(10, 2)= 1E-10
  TOLER(11, 1)= 1E-10   $   TOLER(11, 2)= 1E-10
  TOLER(12, 1)= 1E-10   $   TOLER(12, 2)= 1E-10
  TOLER(13, 1)= 1E-02   $   TOLER(13, 2)= 1E-01
  TOLER(14, 1)= 1E-03   $   TOLER(14, 2)= 1E-02
  TOLER(15, 1)= 1E-02   $   TOLER(15, 2)= 1E-01
  TOLER(16, 1)= 1E-03   $   TOLER(16, 2)= 1E-02
  TOLER(17, 1)= 1E-02   $   TOLER(17, 2)= 1E-01
  TOLER(18, 1)= 1E-04   $   TOLER(18, 2)= 1E-03
  TOLER(19, 1)= 1E-04   $   TOLER(19, 2)= 1E-03
  TOLER(20, 1)= 1E-03   $   TOLER(20, 2)= 1E-02
  TOLER(21, 1)= 1E-03   $   TOLER(21, 2)= 1E-02
  TOLER(22, 1)= 1E-03   $   TOLER(22, 2)= 1E-02
  TOLER(23, 1)= 1E-03   $   TOLER(23, 2)= 1E-02
  TOLER(24, 1)= 1E-03   $   TOLER(24, 2)= 1E-02
  TOLER(25, 1)= 1E-15   $   TOLER(25, 2)= 1E-14
  TOLER(26, 1)= 1E-15   $   TOLER(26, 2)= 1E-14
  TOLER(27, 1)= 1E-15   $   TOLER(27, 2)= 1E-14
  TOLER(28, 1)= 1E-15   $   TOLER(28, 2)= 1E-14
  TOLER(29, 1)= 1E-15   $   TOLER(29, 2)= 1E-14
  TOLER(30, 1)= 1E-15   $   TOLER(30, 2)= 1E-14
  TOLER(31, 1)= 1E-15   $   TOLER(31, 2)= 1E-14
  TOLER(32, 1)= 1E-15   $   TOLER(32, 2)= 1E-14
  TOLER(33, 1)= 1E-06   $   TOLER(33, 2)= 1E-05
  TOLER(34, 1)= 1E-06   $   TOLER(34, 2)= 1E-05
  TOLER(35, 1)= 1E-06   $   TOLER(35, 2)= 1E-05
  TOLER(36, 1)= 1E-06   $   TOLER(36, 2)= 1E-05
  TOLER(37, 1)= 1E-06   $   TOLER(37, 2)= 1E-05
  TOLER(38, 1)= 1E-06   $   TOLER(38, 2)= 1E-05
  TOLER(39, 1)= 1E-06   $   TOLER(39, 2)= 1E-05
  TOLER(40, 1)= 1E-06   $   TOLER(40, 2)= 1E-05
  TOLER(41, 1)= 1E-06   $   TOLER(41, 2)= 1E-05
  TOLER(42, 1)= 1E-06   $   TOLER(42, 2)= 1E-05
  TOLER(43, 1)= 1E-06   $   TOLER(43, 2)= 1E-05
  TOLER(44, 1)= 1E-06   $   TOLER(44, 2)= 1E-05
  TOLER(45, 1)= 1E-06   $   TOLER(45, 2)= 1E-05
  TOLER(46, 1)= 1E-06   $   TOLER(46, 2)= 1E-05
  TOLER(47, 1)= 1E-06   $   TOLER(47, 2)= 1E-05
  TOLER(48, 1)= 1E-06   $   TOLER(48, 2)= 1E-05

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

Results

LabelTargetCivilFEMRatioTolerance
TX_I 20000 200001.000 1
TX_J 20000 200001.000 1
TX_K 80000 800001.000 0.1
TX_L 80000 800001.000 0.1
TY_I 10000 100001.000 0.1
TY_J -2857.1 -2857.11.000 0.1
TY_K -2857.1 -2857.11.000 0.1
TY_L 10000 100001.000 0.1
TXY_I7.9349e-0097.9349e-0091.000 1e-010
TXY_J7.9279e-0097.9279e-0091.000 1e-010
TXY_K7.9349e-0097.9349e-0091.000 1e-010
TXY_L7.9349e-0097.9349e-0091.000 1e-010
MX_I -8639.6 -8639.61.000 0.1
MX_J 3859 38591.000 0.01
MX_K -4309.5 -4309.51.000 0.1
MX_L 2790.8 2790.81.000 0.01
MY_I -2220.4 -2220.41.000 0.1
MY_J 334.36 334.361.000 0.001
MY_K -142.61 -142.611.000 0.001
MY_L 1050.7 1050.71.000 0.01
MXY_I 1357.2 1357.21.000 0.01
MXY_J 2334.7 2334.71.000 0.01
MXY_K 2096.1 2096.11.000 0.01
MXY_L 1118.6 1118.61.000 0.01
NX_I 0 00.000 1e-014
NX_J 0 00.000 1e-014
NX_K 0 00.000 1e-014
NX_L 0 00.000 1e-014
NY_I 0 00.000 1e-014
NY_J 0 00.000 1e-014
NY_K 0 00.000 1e-014
NY_L 0 00.000 1e-014
ASxi_I 0 00.000 1e-005
ASxi_J0.000251340.000251341.000 1e-005
ASxi_K3.5457e-0053.5457e-0051.000 1e-005
ASxi_L0.000255490.000255491.000 1e-005
ASyi_I0.000216310.000216311.000 1e-005
ASyi_J9.1812e-0059.1812e-0051.000 1e-005
ASyi_K6.6098e-0056.6098e-0051.000 1e-005
ASyi_L9.2334e-0059.2334e-0051.000 1e-005
ASxs_I0.000388010.000388011.000 1e-005
ASxs_J 0 00.000 1e-005
ASxs_K 0.0003452 0.00034521.000 1e-005
ASxs_L5.4907e-0055.4907e-0051.000 1e-005
ASys_I0.000142940.000142941.000 1e-005
ASys_J9.3811e-0059.3811e-0051.000 1e-005
ASys_K7.6348e-0057.6348e-0051.000 1e-005
ASys_L1.6818e-0051.6818e-0051.000 1e-005

Contains proprietary and confidential information of Ingeciber, S.A.