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CFVR0914 - Shell reinforcement design according to EHE-98

Shell reinforcement design according to the Spanish code EHE-98 using the Wood-Armer 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 fixed displacements at the free side of the model.

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

Element types used in the model: SHELL181

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
EHE

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: CFVR0914.DAT


   FINISH
  ~CFCLEAR,,1
   NomFile='CFVR0914'
  /TITLE, %NomFile%, Shell reinforcement design according to EHE-98
! ---------------------------------------------------------------------------------
! Model definition and analysis
! ---------------------------------------------------------------------------------

! Setup
 ~UNITS,SI
 ~CODESEL,,EHE-98
 ~CFCONFG,RESULT,CFSHF,1
 
/PREP7
! Materials
 ~CFMP,5,LIB,CONCRETE,EHE,HA-35
 ~CFMP,2,LIB,REINF,EHE,B 500 S
! Element types
  ET,2,SHELL181
  KEYOPT,2,3,2
! 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,45.00
! Beam & Shell property
 ~BMSHPRO,10,SHELL,1,1,1,1,181,,,,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
  SECNUM,10
  TYPE,2
  EN,100, 10, 20, 50, 40
  EN,200, 20, 30, 60, 50
  EMID,ADD
! Boundary conditions
  D,10,ALL,0.0
  D,40,ALL,0.0
  D,50,UZ,0.0
  /SOLU
  D,30,UZ,-0.025
  D,60,UX, 0.001
  D,60,UY, 0.001
  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,EHE_C,FCD
 ~CFGET,FYD,MATERIAL,2,EHE_S,FYD
 ~CFGET,GAMMAC,MATERIAL,5,EHE_C,GAMC
 ~CFGET,GAMMAS,MATERIAL,2,EHE_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)= (ASBxi > ASBxs)
   Ayi(I)= (ASByi > ASBys)
   Axs(I)= (ASTxs > ASTxi)
   Ays(I)= (ASTys > ASTyi)

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)= (ASBxi > ASBxs)
   Ayi(I)= (ASByi > ASBys)
   Axs(I)= (ASTxs > ASTxi)
   Ays(I)= (ASTys > ASTyi)

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)= (ASBxi > ASBxs)
   Ayi(I)= (ASByi > ASBys)
   Axs(I)= (ASTxs > ASTxi)
   Ays(I)= (ASTys > ASTyi)

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)= (ASBxi > ASBxs)
   Ayi(I)= (ASByi > ASBys)
   Axs(I)= (ASTxs > ASTxi)
   Ays(I)= (ASTys > ASTyi)

  ESEL,ALL
! ---------------------------------------------------------------------------------
! Design with CivilFEM
! ---------------------------------------------------------------------------------
 ~CFSET,,1,1
 ~DIMCON,SHELL,WOOD

  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)

!~CFGET, Par, ELEMENT, ENTNUM, FORCE, Lab2, Lab3, IDX1, IDX2, IDX3
~CFGET, ESF_CF(1,1), ELEMENT, 100, FORCE, TX, I
~CFGET, ESF_CF(1,2), ELEMENT, 100, FORCE, TX, J
~CFGET, ESF_CF(1,3), ELEMENT, 100, FORCE, TX, K
~CFGET, ESF_CF(1,4), ELEMENT, 100, FORCE, TX, L
~CFGET, ESF_CF(2,1), ELEMENT, 100, FORCE, TY, I
~CFGET, ESF_CF(2,2), ELEMENT, 100, FORCE, TY, J
~CFGET, ESF_CF(2,3), ELEMENT, 100, FORCE, TY, K
~CFGET, ESF_CF(2,4), ELEMENT, 100, FORCE, TY, L
~CFGET, ESF_CF(3,1), ELEMENT, 100, FORCE, TXY, I
~CFGET, ESF_CF(3,2), ELEMENT, 100, FORCE, TXY, J
~CFGET, ESF_CF(3,3), ELEMENT, 100, FORCE, TXY, K
~CFGET, ESF_CF(3,4), ELEMENT, 100, FORCE, TXY, L
~CFGET, ESF_CF(4,1), ELEMENT, 100, FORCE, MX, I
~CFGET, ESF_CF(4,2), ELEMENT, 100, FORCE, MX, J
~CFGET, ESF_CF(4,3), ELEMENT, 100, FORCE, MX, K
~CFGET, ESF_CF(4,4), ELEMENT, 100, FORCE, MX, L
~CFGET, ESF_CF(5,1), ELEMENT, 100, FORCE, MY, I
~CFGET, ESF_CF(5,2), ELEMENT, 100, FORCE, MY, J
~CFGET, ESF_CF(5,3), ELEMENT, 100, FORCE, MY, K
~CFGET, ESF_CF(5,4), ELEMENT, 100, FORCE, MY, L
~CFGET, ESF_CF(6,1), ELEMENT, 100, FORCE, MXY, I
~CFGET, ESF_CF(6,2), ELEMENT, 100, FORCE, MXY, J
~CFGET, ESF_CF(6,3), ELEMENT, 100, FORCE, MXY, K
~CFGET, ESF_CF(6,4), ELEMENT, 100, FORCE, MXY, L
~CFGET, ESF_CF(7,1), ELEMENT, 100, FORCE, NX, I
~CFGET, ESF_CF(7,2), ELEMENT, 100, FORCE, NX, J
~CFGET, ESF_CF(7,3), ELEMENT, 100, FORCE, NX, K
~CFGET, ESF_CF(7,4), ELEMENT, 100, FORCE, NX, L
~CFGET, ESF_CF(8,1), ELEMENT, 100, FORCE, NY, I
~CFGET, ESF_CF(8,2), ELEMENT, 100, FORCE, NY, J
~CFGET, ESF_CF(8,3), ELEMENT, 100, FORCE, NY, K
~CFGET, ESF_CF(8,4), ELEMENT, 100, FORCE, NY, L

! Design moments with CivilFEM
  *DIM,Mxi_CF,,4
  *DIM,Myi_CF,,4
  *DIM,Mxs_CF,,4
  *DIM,Mys_CF,,4

 ~CFGET,Mxi_CF(1), ELEMENT, 100 ,RESULT , MXB, I
 ~CFGET,Mxi_CF(2), ELEMENT, 100 ,RESULT , MXB, J
 ~CFGET,Mxi_CF(3), ELEMENT, 100 ,RESULT , MXB, K
 ~CFGET,Mxi_CF(4), ELEMENT, 100 ,RESULT , MXB, L

 ~CFGET,Myi_CF(1), ELEMENT, 100 ,RESULT , MYB, I
 ~CFGET,Myi_CF(2), ELEMENT, 100 ,RESULT , MYB, J
 ~CFGET,Myi_CF(3), ELEMENT, 100 ,RESULT , MYB, K
 ~CFGET,Myi_CF(4), ELEMENT, 100 ,RESULT , MYB, L

 ~CFGET,Mxs_CF(1), ELEMENT, 100 ,RESULT , MXT, I
 ~CFGET,Mxs_CF(2), ELEMENT, 100 ,RESULT , MXT, J
 ~CFGET,Mxs_CF(3), ELEMENT, 100 ,RESULT , MXT, K
 ~CFGET,Mxs_CF(4), ELEMENT, 100 ,RESULT , MXT, L

 ~CFGET,Mys_CF(1), ELEMENT, 100 ,RESULT , MYT, I
 ~CFGET,Mys_CF(2), ELEMENT, 100 ,RESULT , MYT, J
 ~CFGET,Mys_CF(3), ELEMENT, 100 ,RESULT , MYT, K
 ~CFGET,Mys_CF(4), ELEMENT, 100 ,RESULT , MYT, L

! Designed reinforcement obtained with CivilFEM
  *DIM,Axi_CF,,4
  *DIM,Ayi_CF,,4
  *DIM,Axs_CF,,4
  *DIM,Ays_CF,,4

 ~CFGET,Axi_CF(1), ELEMENT, 100 ,RESULT , ASBX, I
 ~CFGET,Axi_CF(2), ELEMENT, 100 ,RESULT , ASBX, J
 ~CFGET,Axi_CF(3), ELEMENT, 100 ,RESULT , ASBX, K
 ~CFGET,Axi_CF(4), ELEMENT, 100 ,RESULT , ASBX, L

 ~CFGET,Ayi_CF(1), ELEMENT, 100 ,RESULT , ASBY, I
 ~CFGET,Ayi_CF(2), ELEMENT, 100 ,RESULT , ASBY, J
 ~CFGET,Ayi_CF(3), ELEMENT, 100 ,RESULT , ASBY, K
 ~CFGET,Ayi_CF(4), ELEMENT, 100 ,RESULT , ASBY, L

 ~CFGET,Axs_CF(1), ELEMENT, 100 ,RESULT , ASTX, I
 ~CFGET,Axs_CF(2), ELEMENT, 100 ,RESULT , ASTX, J
 ~CFGET,Axs_CF(3), ELEMENT, 100 ,RESULT , ASTX, K
 ~CFGET,Axs_CF(4), ELEMENT, 100 ,RESULT , ASTX, L

 ~CFGET,Ays_CF(1), ELEMENT, 100 ,RESULT , ASTY, I
 ~CFGET,Ays_CF(2), ELEMENT, 100 ,RESULT , ASTY, J
 ~CFGET,Ays_CF(3), ELEMENT, 100 ,RESULT , ASTY, K
 ~CFGET,Ays_CF(4), ELEMENT, 100 ,RESULT , ASTY, L

!--------------------------------------------------------------------------------------
! DATA CHECK
!--------------------------------------------------------------------------------------
! Data comparison number
  NComp = 64
  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) ='MDxi_I'
  LABEL(34) ='MDxi_J'
  LABEL(35) ='MDxi_K'
  LABEL(36) ='MDxi_L'
  LABEL(37) ='MDyi_I'
  LABEL(38) ='MDyi_J'
  LABEL(39) ='MDyi_K'
  LABEL(40) ='MDyi_L'
  LABEL(41) ='MDxs_I'
  LABEL(42) ='MDxs_J'
  LABEL(43) ='MDxs_K'
  LABEL(44) ='MDxs_L'
  LABEL(45) ='MDys_I'
  LABEL(46) ='MDys_J'
  LABEL(47) ='MDys_K'
  LABEL(48) ='MDys_L'
  LABEL(49) ='ASxi_I'
  LABEL(50) ='ASxi_J'
  LABEL(51) ='ASxi_K'
  LABEL(52) ='ASxi_L'
  LABEL(53) ='ASyi_I'
  LABEL(54) ='ASyi_J'
  LABEL(55) ='ASyi_K'
  LABEL(56) ='ASyi_L'
  LABEL(57) ='ASxs_I'
  LABEL(58) ='ASxs_J'
  LABEL(59) ='ASxs_K'
  LABEL(60) ='ASxs_L'
  LABEL(61) ='ASys_I'
  LABEL(62) ='ASys_J'
  LABEL(63) ='ASys_K'
  LABEL(64) ='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
  ! Design moments
    *DO,I,1,4
      VALUE(32+I,1)=Mxi(I) ! Mxi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(36+I,1)=Myi(I) ! Myi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(40+I,1)=Mxs(I) ! Mxs(I)
    *ENDDO
    *DO,I,1,4
      VALUE(44+I,1)=Mys(I) ! Mys(I)
    *ENDDO
  ! Reinforcement
    *DO,I,1,4
      VALUE(48+I,1)=Axi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(52+I,1)=Ayi(I)
    *ENDDO
    *DO,I,1,4
      VALUE(56+I,1)=Axs(I)
    *ENDDO
    *DO,I,1,4
      VALUE(60+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
  ! Design moments
    *DO,I,1,4
      VALUE(32+I,2)=Mxi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(36+I,2)=Myi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(40+I,2)=Mxs_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(44+I,2)=Mys_CF(I)
    *ENDDO
  ! Reinforcement
    *DO,I,1,4
      VALUE(48+I,2)=Axi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(52+I,2)=Ayi_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(56+I,2)=Axs_CF(I)
    *ENDDO
    *DO,I,1,4
      VALUE(60+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-02   $   TOLER( 9, 2)= 1E-01
  TOLER(10, 1)= 1E-02   $   TOLER(10, 2)= 1E-01
  TOLER(11, 1)= 1E-02   $   TOLER(11, 2)= 1E-01
  TOLER(12, 1)= 1E-02   $   TOLER(12, 2)= 1E-01
  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-12   $   TOLER(25, 2)= 1E-12
  TOLER(26, 1)= 1E-12   $   TOLER(26, 2)= 1E-12
  TOLER(27, 1)= 1E-13   $   TOLER(27, 2)= 1E-12
  TOLER(28, 1)= 1E-18   $   TOLER(28, 2)= 1E-18
  TOLER(29, 1)= 1E-34   $   TOLER(29, 2)= 1E-34
  TOLER(30, 1)= 1E-19   $   TOLER(30, 2)= 1E-19
  TOLER(31, 1)= 1E-19   $   TOLER(31, 2)= 1E-19
  TOLER(32, 1)= 1E-32   $   TOLER(32, 2)= 1E-32
  TOLER(33, 1)= 1E-03   $   TOLER(33, 2)= 1E-02
  TOLER(34, 1)= 1E-03   $   TOLER(34, 2)= 1E-02
  TOLER(35, 1)= 1E-10   $   TOLER(35, 2)= 1E-10
  TOLER(36, 1)= 1E-03   $   TOLER(36, 2)= 1E-02
  TOLER(37, 1)= 1E-10   $   TOLER(37, 2)= 1E-10
  TOLER(38, 1)= 1E-03   $   TOLER(38, 2)= 1E-02
  TOLER(39, 1)= 1E-03   $   TOLER(39, 2)= 1E-02
  TOLER(40, 1)= 1E-03   $   TOLER(40, 2)= 1E-02
  TOLER(41, 1)= 1E-02   $   TOLER(41, 2)= 1E-01
  TOLER(42, 1)= 1E-03   $   TOLER(42, 2)= 1E-02
  TOLER(43, 1)= 1E-02   $   TOLER(43, 2)= 1E-01
  TOLER(44, 1)= 1E-10   $   TOLER(44, 2)= 1E-10
  TOLER(45, 1)= 1E-03   $   TOLER(45, 2)= 1E-02
  TOLER(46, 1)= 1E-03   $   TOLER(46, 2)= 1E-02
  TOLER(47, 1)= 1E-03   $   TOLER(47, 2)= 1E-02
  TOLER(48, 1)= 1E-10   $   TOLER(48, 2)= 1E-10
  TOLER(49, 1)= 1E-07   $   TOLER(49, 2)= 1E-06
  TOLER(50, 1)= 1E-07   $   TOLER(50, 2)= 1E-06
  TOLER(51, 1)= 1E-07   $   TOLER(51, 2)= 1E-06
  TOLER(52, 1)= 1E-07   $   TOLER(52, 2)= 1E-06
  TOLER(53, 1)= 1E-07   $   TOLER(53, 2)= 1E-06
  TOLER(54, 1)= 1E-07   $   TOLER(54, 2)= 1E-06
  TOLER(55, 1)= 1E-07   $   TOLER(55, 2)= 1E-06
  TOLER(56, 1)= 1E-07   $   TOLER(56, 2)= 1E-06
  TOLER(57, 1)= 1E-07   $   TOLER(57, 2)= 1E-06
  TOLER(58, 1)= 1E-07   $   TOLER(58, 2)= 1E-06
  TOLER(59, 1)= 1E-07   $   TOLER(59, 2)= 1E-06
  TOLER(60, 1)= 1E-07   $   TOLER(60, 2)= 1E-06
  TOLER(61, 1)= 1E-07   $   TOLER(61, 2)= 1E-06
  TOLER(62, 1)= 1E-07   $   TOLER(62, 2)= 1E-06
  TOLER(63, 1)= 1E-07   $   TOLER(63, 2)= 1E-06
  TOLER(64, 1)= 1E-07   $   TOLER(64, 2)= 1E-06

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

Results

LabelTargetCivilFEMRatioTolerance
TX_I2.1934e+0062.1934e+0061.000 1
TX_J2.1934e+0062.1934e+0061.000 1
TX_K2.6545e+0052.6545e+0051.000 0.1
TX_L2.6545e+0052.6545e+0051.000 0.1
TY_I2.4589e+0052.4589e+0051.000 0.1
TY_J-2.9175e+005-2.9175e+0051.000 0.1
TY_K-2.9175e+005-2.9175e+0051.000 0.1
TY_L2.4589e+0052.4589e+0051.000 0.1
TXY_I5.1653e+0055.1653e+0051.000 0.1
TXY_J5.1653e+0055.1653e+0051.000 0.1
TXY_K5.1653e+0055.1653e+0051.000 0.1
TXY_L5.1653e+0055.1653e+0051.000 0.1
MX_I -72516 -725161.000 0.1
MX_J -70700 -707001.000 0.01
MX_K -2064.5 -2064.51.000 0.1
MX_L -3880.2 -3880.21.000 0.01
MY_I -14503 -145031.000 0.1
MY_J -5424.6 -5424.61.000 0.001
MY_K 8302.4 8302.41.000 0.001
MY_L -776.05 -776.051.000 0.01
MXY_I 13289 132891.000 0.01
MXY_J 40743 407431.000 0.01
MXY_K 44375 443751.000 0.01
MXY_L 16920 169201.000 0.01
NX_I-3.3189e-011-3.3189e-0111.000 1e-012
NX_J-3.3189e-011-3.3189e-0111.000 1e-012
NX_K4.4777e-0114.4777e-0111.000 1e-012
NX_L4.4777e-0114.4777e-0111.000 1e-018
NY_I4.6384e-0254.6384e-0251.000 1e-034
NY_J-1.5269e-012-1.5269e-0121.000 1e-019
NY_K-1.5269e-012-1.5269e-0121.000 1e-019
NY_L4.6384e-0254.6384e-0251.000 1e-032
MDxi_I 0 00.000 0.01
MDxi_J 0 00.000 0.01
MDxi_K 42310 423101.000 1e-010
MDxi_L 13040 130401.000 0.01
MDyi_I 0 00.000 1e-010
MDyi_J 18055 180551.000 0.01
MDyi_K 52677 526771.000 0.01
MDyi_L 16144 161441.000 0.01
MDxs_I -85805 -858051.000 0.1
MDxs_J-1.1144e+005-1.1144e+0051.000 0.01
MDxs_K -46439 -464391.000 0.1
MDxs_L -20801 -208011.000 1e-010
MDys_I -27792 -277921.000 0.01
MDys_J -46168 -461681.000 0.01
MDys_K -36072 -360721.000 0.01
MDys_L -17697 -176971.000 1e-010
ASxi_I 0.0013514 0.00135141.000 1e-006
ASxi_J 0.0026795 0.00267951.000 1e-006
ASxi_K 0.0012812 0.00128121.000 1e-006
ASxi_L 0.000348 0.0003481.000 1e-006
ASyi_I 0 00.000 1e-006
ASyi_J0.000490740.000490741.000 1e-006
ASyi_K 0.0016969 0.00169691.000 1e-006
ASyi_L 0.0004357 0.00043571.000 1e-006
ASxs_I 0.003026 0.0030261.000 1e-006
ASxs_J 0.0040088 0.00400881.000 1e-006
ASxs_K 0.0014389 0.00143891.000 1e-006
ASxs_L0.000571330.000571331.000 1e-006
ASys_I0.000785360.000785361.000 1e-006
ASys_J 0.0014283 0.00142831.000 1e-006
ASys_K 0.0010582 0.00105821.000 1e-006
ASys_L0.000480340.000480341.000 1e-006

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