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CFVR0903 - Shell reinforcement design according to EHE

Shell reinforcement design according to the Spanish code EHE 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: 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
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: CFVR0903.DAT


   FINISH
  ~CFCLEAR,,1
   NomFile='CFVR0903'
  /TITLE, %NomFile%, Shell reinforcement design according to EHE
! ---------------------------------------------------------------------------------
! Model definition and analysis
! ---------------------------------------------------------------------------------

! Setup
 ~UNITS,SI
 ~CODESEL,EC3-92,EHE,,,EC8-94
 ~CFCONFG,PLRES   ,SHELL   ,EPSW 
 ~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,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
  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,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)= (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)
~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

! Design moments with CivilFEM
  *DIM,Mxi_CF,,4
  *DIM,Myi_CF,,4
  *DIM,Mxs_CF,,4
  *DIM,Mys_CF,,4
~PLSHCON,MXB
  *GET,Mxi_CF(1),NODE,10,EPSW
  *GET,Mxi_CF(2),NODE,20,EPSW
  *GET,Mxi_CF(3),NODE,50,EPSW
  *GET,Mxi_CF(4),NODE,40,EPSW
~PLSHCON,MYB
  *GET,Myi_CF(1),NODE,10,EPSW
  *GET,Myi_CF(2),NODE,20,EPSW
  *GET,Myi_CF(3),NODE,50,EPSW
  *GET,Myi_CF(4),NODE,40,EPSW
~PLSHCON,MXT
  *GET,Mxs_CF(1),NODE,10,EPSW
  *GET,Mxs_CF(2),NODE,20,EPSW
  *GET,Mxs_CF(3),NODE,50,EPSW
  *GET,Mxs_CF(4),NODE,40,EPSW
~PLSHCON,MYT
  *GET,Mys_CF(1),NODE,10,EPSW
  *GET,Mys_CF(2),NODE,20,EPSW
  *GET,Mys_CF(3),NODE,50,EPSW
  *GET,Mys_CF(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 = 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-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-15   $   TOLER(33, 2)= 1E-14
  TOLER(34, 1)= 1E-03   $   TOLER(34, 2)= 1E-02
  TOLER(35, 1)= 1E-15   $   TOLER(35, 2)= 1E-14
  TOLER(36, 1)= 1E-03   $   TOLER(36, 2)= 1E-02
  TOLER(37, 1)= 1E-15   $   TOLER(37, 2)= 1E-14
  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-15   $   TOLER(44, 2)= 1E-14
  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-15   $   TOLER(48, 2)= 1E-14
  TOLER(49, 1)= 1E-06   $   TOLER(49, 2)= 1E-05
  TOLER(50, 1)= 1E-06   $   TOLER(50, 2)= 1E-05
  TOLER(51, 1)= 1E-06   $   TOLER(51, 2)= 1E-05
  TOLER(52, 1)= 1E-06   $   TOLER(52, 2)= 1E-05
  TOLER(53, 1)= 1E-06   $   TOLER(53, 2)= 1E-05
  TOLER(54, 1)= 1E-06   $   TOLER(54, 2)= 1E-05
  TOLER(55, 1)= 1E-06   $   TOLER(55, 2)= 1E-05
  TOLER(56, 1)= 1E-06   $   TOLER(56, 2)= 1E-05
  TOLER(57, 1)= 1E-06   $   TOLER(57, 2)= 1E-05
  TOLER(58, 1)= 1E-06   $   TOLER(58, 2)= 1E-05
  TOLER(59, 1)= 1E-06   $   TOLER(59, 2)= 1E-05
  TOLER(60, 1)= 1E-06   $   TOLER(60, 2)= 1E-05
  TOLER(61, 1)= 1E-06   $   TOLER(61, 2)= 1E-05
  TOLER(62, 1)= 1E-06   $   TOLER(62, 2)= 1E-05
  TOLER(63, 1)= 1E-06   $   TOLER(63, 2)= 1E-05
  TOLER(64, 1)= 1E-06   $   TOLER(64, 2)= 1E-05

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

Results

LabelTargetCivilFEMRatioTolerance
TX_I2.1933e+0062.1933e+0061.000 1
TX_J2.1933e+0062.1933e+0061.000 1
TX_K2.6528e+0052.6528e+0051.000 0.1
TX_L2.6528e+0052.6528e+0051.000 0.1
TY_I2.4586e+0052.4586e+0051.000 0.1
TY_J-2.9176e+005-2.9176e+0051.000 0.1
TY_K-2.9176e+005-2.9176e+0051.000 0.1
TY_L2.4586e+0052.4586e+0051.000 0.1
TXY_I5.1688e+0055.1688e+0051.000 0.1
TXY_J5.1688e+0055.1688e+0051.000 0.1
TXY_K5.1688e+0055.1688e+0051.000 0.1
TXY_L5.1688e+0055.1688e+0051.000 0.1
MX_I-1.0892e+005-1.0892e+0051.000 0.1
MX_J -10434 -104341.000 0.01
MX_K-1.0416e+005-1.0416e+0051.000 0.1
MX_L 55545 555451.000 0.01
MY_I -32578 -325781.000 0.1
MY_J -7940.8 -7940.81.000 0.001
MY_K -2447.8 -2447.81.000 0.001
MY_L 21903 219031.000 0.01
MXY_I 12186 121861.000 0.01
MXY_J 33481 334811.000 0.01
MXY_K 42957 429571.000 0.01
MXY_L 21662 216621.000 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
MDxi_I 0 00.000 1e-014
MDxi_J 23047 230471.000 0.01
MDxi_K 0 00.000 1e-014
MDxi_L 77206 772061.000 0.01
MDyi_I 0 00.000 1e-014
MDyi_J 25540 255401.000 0.01
MDyi_K 15269 152691.000 0.01
MDyi_L 43565 435651.000 0.01
MDxs_I-1.211e+005-1.211e+0051.000 0.1
MDxs_J -43915 -439151.000 0.01
MDxs_K-1.4711e+005-1.4711e+0051.000 0.1
MDxs_L 0 00.000 1e-014
MDys_I -44764 -447641.000 0.01
MDys_J -41422 -414221.000 0.01
MDys_K -45405 -454051.000 0.01
MDys_L 0 00.000 1e-014
ASxi_I 0.00318 0.003181.000 1e-005
ASxi_J0.000638650.000638651.000 1e-005
ASxi_K 0.0045273 0.00452731.000 1e-005
ASxi_L 0.0026964 0.00269641.000 1e-005
ASyi_I 0 00.000 1e-005
ASyi_J0.000714940.000714941.000 1e-005
ASyi_K0.000410750.000410751.000 1e-005
ASyi_L 0.0013282 0.00132821.000 1e-005
ASxs_I 0.0043792 0.00437921.000 1e-005
ASxs_J 0.0013414 0.00134141.000 1e-005
ASxs_K 0.0053762 0.00537621.000 1e-005
ASxs_L0.000905970.000905971.000 1e-005
ASys_I 0.0013738 0.00137381.000 1e-005
ASys_J 0.0012483 0.00124831.000 1e-005
ASys_K 0.0013985 0.00139851.000 1e-005
ASys_L 0 00.000 1e-005

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