# Errors - Reinforced Concrete Beam

Member

Dear all,

Attached are two errors that I encounter when modelling the beam using the Finite Element Method (FEM). May I ask for some suggestions and help with those problems?

The first error is regarding the converge on a solution for the nonlinear problem. May I know why will this happen and how to solve it?

The second error is regarding an internal solution magnitude limit was exceeded. Is that mean that the load applied to the beam was too large or exceed the ultimate load?

Regards,

Joseph

• Member
edited July 2018

Hi Joseph,

In finite element analyses, all the components are expected to be fully constrained to ensure that the applied forces and the internal forces will balance each other out. The reaction force always follows stiffness and constraints, if there is neither of them to resist an applied force, it results in rigid body motion.

When a model is not fully constrained in Static structural analysis, the solver throws out pivoting error, or errors related to a certain degree of freedom (DOF) exceeding limits. Four ways for identifying the unconstrained body are:

1. If the message appears under the WB messages, right click on the message > Go to Object will take you to the part under Geometry Tree.

2. Identify the node based on the node number provided in the error message. In case the node number is not available in the mesh, it must be an internal node created by Mechanical for features such as remote points, or bolt pretension.

3. Perform a modal analysis on the assembly to identify if there are any 0 Hz (or near zero) modes. If such modes are identified, plot the mode shapes for those modes to identify which parts are free floating.

4. Turn on the Newton-Raphson residuals under Solution information prior to running the model and check the contours for residuals, typically when a part is not constrained, the residuals are distributed all over the problematic part.

Possible Solutions:

• Once you identify the part, check how is the part supposed to be held in place in the actual physical application.
• If the internal forces are expected to be self-balancing due to symmetry (e.g., free thermal expansion of parts), then use weak springs (turn it ON under Analysis Settings) or inertial relief for linear models (small deformation, linear materials, linear contacts).

In case the part is to be held in place by contacts:

Linear contacts (bonded and no separation):

• make sure that there are no initial gaps or penetrations between the parts.
• If there are any, manually define pinball radius so that it is larger than the gap/penetration. Also, use MPC formulation if there are no other MPC based constraints in the vicinity.
• Mesh in the contact region is fine enough.

Nonlinear contacts (frictionless, frictional and rough):

• Change the contact type to Bonded to see if that fixes the issue. If it does, proceed to the following steps. If not, check if the steps listed under linear contacts resolve the issue. If yes, then proceed with the following steps. • If gap is negligibly small, consider using the Interface Treatment Option "Adjust to Touch" to close the gap.
• Use a small amount of friction so that part will not slide away during loading.
• If the issue persists, define contact stabilization damping (use a small value such as 5e-2).
• Mesh in the contact region is fine enough.
• In case of internal nodes such a bolt pretension, make sure that there is no conflicting constraint equation based definition (e.g., scoped surface sharing bolt pretension and symmetry conditions).
• Member
edited April 30

I an a newbie to ansys. I need to design a soil pile continuum model in ansys 19.2.I am using a licensed software. I have created a concrete circular single end bearing pile of 500mm Dia and 12m depth in a soil block of 10*10*12 having 5 soil layers of sand and clay..... Including 6 main rebars... 17 top stirrups and... 11 bottom stirrups. I am doing this work to get this settlement analysis in Mohr coulumb model. I found issue in dealing with connections and contacts. I have given bonded connection for steel to concrete, steel rft with stirrups, bw soil layer and frictional contact with coefficient 0.2 for concrete to soil connections. But there occurred problems of overlapping and penetration.... I have just created a default mesh having 0.67m element size with 204484 elements and 981245 nodes with 40 bodies of total... A remote force of - 90Ton but m not getting the total and directional deformation... Saying an unknown error.... And CPU time elapsed..... I am using an i7 lap with 16gb ram and graphics card.... Please help me out to sort out my problem.... I jzt need information on assigning contacts and mesh. I have created contact tool... But some of the contacts are seen inactive and one contact is bonded and closed but has a large amount of penetration and gap? I don't know what it means and how can I solve this.... I just wanna find the soil settlement ie deformation of soil and pile as a whole....

sir could you plz help me to sort out my errors while doing the ansys project.

ANSYS Mechanical Enterprise

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*****  ANSYS COMMAND LINE ARGUMENTS  *****
BATCH MODE REQUESTED (-b)    = NOLIST
INPUT FILE COPY MODE (-c)    = COPY
DISTRIBUTED MEMORY PARALLEL REQUESTED
2 PARALLEL PROCESSES REQUESTED WITH SINGLE THREAD PER PROCESS
TOTAL OF     2 CORES REQUESTED
MPI OPTION                   = INTELMPI
INPUT FILE NAME              = F:\SD\WORKSPACE\MINI-PROJECT ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL WITH MANUAL CONTACTS 30-04-2020\600mm DIAMETER\_ProjectScratch\ScrF9B3\dummy.dat
OUTPUT FILE NAME             = F:\SD\WORKSPACE\MINI-PROJECT ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL WITH MANUAL CONTACTS 30-04-2020\600mm DIAMETER\_ProjectScratch\ScrF9B3\solve.out

RELEASE= Release 19.2         BUILD= 19.2      UP20180808   VERSION=WINDOWS x64
CURRENT JOBNAME=file0  112:46  APR 30, 2020 CP=      0.172

PARAMETER _DS_PROGRESS =     999.0000000

/INPUT FILE= ds.dat  LINE=       0

*** NOTE ***                            CP =       0.297   TIME= 112:46
The /CONFIG,NOELDB command is not valid in a Distributed ANSYS
solution.  Command is ignored.

*GET  _WALLSTRT  FROM  ACTI  ITEM=TIME WALL  VALUE=  11.5461111

TITLE=
TRIAL-1(600mm dia)--Static Structural (B5)

SET PARAMETER DIMENSIONS ON  _WB_PROJECTSCRATCH_DIR
TYPE=STRI  DIMENSIONS=      248        1        1

PARAMETER _WB_PROJECTSCRATCH_DIR(1) = F:\SD\WORKSPACE\MINI-PROJECT ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL WITH MANUAL CONTACTS 30-04-2020\600mm DIAMETER\_ProjectScratch\ScrF9B3\

SET PARAMETER DIMENSIONS ON  _WB_SOLVERFILES_DIR
TYPE=STRI  DIMENSIONS=      248        1        1

PARAMETER _WB_SOLVERFILES_DIR(1) = F:\SD\WORKSPACE\MINI-PROJECT ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL WITH MANUAL CONTACTS 30-04-2020\600mm DIAMETER\TRIAL-1(600mm dia)_files\dp0\SYS-1\MECH\

SET PARAMETER DIMENSIONS ON  _WB_USERFILES_DIR
TYPE=STRI  DIMENSIONS=      248        1        1

PARAMETER _WB_USERFILES_DIR(1) = F:\SD\WORKSPACE\MINI-PROJECT ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL WITH MANUAL CONTACTS 30-04-2020\600mm DIAMETER\TRIAL-1(600mm dia)_files\user_files\
--- Data in consistent MKS units. See Solving Units in the help system for more

MKS UNITS SPECIFIED FOR INTERNAL
LENGTH        (l)  = METER (M)
MASS          (M)  = KILOGRAM (KG)
TIME          (t)  = SECOND (SEC)
TEMPERATURE   (T)  = CELSIUS (C)
TOFFSET            = 273.0
CHARGE        (Q)  = COULOMB
FORCE         (f)  = NEWTON (N) (KG-M/SEC2)
HEAT               = JOULE (N-M)

PRESSURE           = PASCAL (NEWTON/M**2)
ENERGY        (W)  = JOULE (N-M)
POWER         (P)  = WATT (N-M/SEC)
CURRENT       (i)  = AMPERE (COULOMBS/SEC)
INDUCTANCE    (L)  = HENRY
MAGNETIC FLUX      = WEBER
RESISTANCE    (R)  = OHM
ELECTRIC POTENTIAL = VOLT

INPUT  UNITS ARE ALSO SET TO MKS

*** ANSYS - ENGINEERING ANALYSIS SYSTEM  RELEASE Release 19.2     19.2     ***
DISTRIBUTED ANSYS Mechanical Enterprise

00000000  VERSION=WINDOWS x64   112:46  APR 30, 2020 CP=      0.297

TRIAL-1(600mm dia)--Static Structural (B5)

***** ANSYS ANALYSIS DEFINITION (PREP7) *****
*********** Nodes for the whole assembly ***********
*********** Elements for Body 1 "MEDIUM  SAND 2" ***********
*********** Elements for Body 2 "MEDIUM SAND 1" ***********
*********** Elements for Body 3 "SILTY SANDY CLAY 3" ***********
*********** Elements for Body 4 "SILTY SANDY CLAY 2" ***********
*********** Elements for Body 5 "SILTY SANDY CLAY 1" ***********
*********** Elements for Body 6 "CONCRETE-PILE" ***********
*********** Elements for Body 7 "TOP STIRRUPS 1" ***********
*********** Elements for Body 8 "TOP STIRRUPS 2" ***********
*********** Elements for Body 9 "TOP STIRRUPS 3" ***********
*********** Elements for Body 10 "TOP STIRRUPS 4" ***********
*********** Elements for Body 11 "TOP STIRRUPS 5" ***********
*********** Elements for Body 12 "TOP STIRRUPS 6" ***********
*********** Elements for Body 13 "TOP STIRRUPS 7" ***********
*********** Elements for Body 14 "TOP STIRRUPS 8" ***********
*********** Elements for Body 15 "TOP STIRRUPS 9" ***********
*********** Elements for Body 16 "TOP STIRRUPS 10" ***********
*********** Elements for Body 17 "TOP STIRRUPS 11" ***********
*********** Elements for Body 18 "TOP STIRRUPS 12" ***********
*********** Elements for Body 19 "TOP STIRRUPS 13" ***********
*********** Elements for Body 20 "TOP STIRRUPS 14" ***********
*********** Elements for Body 21 "TOP STIRRUPS 15" ***********
*********** Elements for Body 22 "TOP STIRRUPS 16" ***********
*********** Elements for Body 23 "TOP STIRRUPS 17" ***********
*********** Elements for Body 24 "BOTTOM STIRRUPS 1" ***********
*********** Elements for Body 25 "BOTTOM STIRRUPS 2" ***********
*********** Elements for Body 26 "BOTTOM STIRRUPS 3" ***********
*********** Elements for Body 27 "BOTTOM STIRRUPS 4" ***********
*********** Elements for Body 28 "BOTTOM STIRRUPS 5" ***********
*********** Elements for Body 29 "BOTTOM STIRRUPS 6" ***********
*********** Elements for Body 30 "BOTTOM STIRRUPS 7" ***********
*********** Elements for Body 31 "BOTTOM STIRRUPS 8" ***********
*********** Elements for Body 32 "BOTTOM STIRRUPS 9" ***********
*********** Elements for Body 33 "BOTTOM STIRRUPS 10" ***********
*********** Elements for Body 34 "BOTTOM STIRRUPS 11" ***********
*********** Elements for Body 35 "MAIN LONG REBARS 1" ***********
*********** Elements for Body 36 "MAIN LONG REBARS 2" ***********
*********** Elements for Body 37 "MAIN LONG REBARS 3" ***********
*********** Elements for Body 38 "MAIN LONG REBARS 4" ***********
*********** Elements for Body 39 "MAIN LONG REBARS 5" ***********
*********** Elements for Body 40 "MAIN LONG REBARS 6" ***********
*********** Send User Defined Coordinate System(s) ***********
*********** Set Reference Temperature ***********
*********** Send Materials ***********
*********** Create Contact "Frictional - CONCRETE-PILE To Multiple" ***********
Real Constant Set For Above Contact Is 42 & 41
*********** Create Contact "Bonded - MEDIUM  SAND 2 To MEDIUM SAND 1" *********
Real Constant Set For Above Contact Is 44 & 43
*********** Create Contact "Bonded - MEDIUM SAND 1 To SILTY SANDY CLAY 3" *****
Real Constant Set For Above Contact Is 46 & 45
*********** Create Contact "Bonded - SILTY SANDY CLAY 3 To SILTY SANDY CLAY 2"
Real Constant Set For Above Contact Is 48 & 47
*********** Create Contact "Bonded - SILTY SANDY CLAY 2 To SILTY SANDY CLAY 1"
Real Constant Set For Above Contact Is 50 & 49
*********** Create Contact "Bonded - CONCRETE-PILE To Multiple" ***********
Real Constant Set For Above Contact Is 52 & 51
*********** Create Contact "Bonded - Multiple To Multiple" ***********
Real Constant Set For Above Contact Is 54 & 53
*********** Fixed Supports ***********
*********** Define Pressure Using Surface Effect Elements ***********

***** ROUTINE COMPLETED *****  CP =         6.219

--- Number of total nodes = 975357
--- Number of contact elements = 547031
--- Number of spring elements = 0
--- Number of bearing elements = 0
--- Number of solid elements = 202818
--- Number of condensed parts = 0
--- Number of total elements = 749849

*GET  _WALLBSOL  FROM  ACTI  ITEM=TIME WALL  VALUE=  11.5472222
****************************************************************************
*************************    SOLUTION       ********************************
****************************************************************************

*****  ANSYS SOLUTION ROUTINE  *****

PERFORM A STATIC ANALYSIS
THIS WILL BE A NEW ANALYSIS

LARGE DEFORMATION ANALYSIS

USE SPARSE MATRIX DIRECT SOLVER

CONTACT INFORMATION PRINTOUT LEVEL       1

DO NOT COMBINE ELEMENT MATRIX FILES (.emat) AFTER DISTRIBUTED PARALLEL SOLUTION

DO NOT COMBINE ELEMENT SAVE DATA FILES (.esav) AFTER DISTRIBUTED PARALLEL SOLUTION

NLDIAG: Nonlinear diagnostics CONT option is set to ON.
Writing frequency : each ITERATION.

DEFINE RESTART CONTROL FOR LOADSTEP LAST
AT FREQUENCY OF LAST AND NUMBER FOR OVERWRITE IS    0

DELETE RESTART FILES OF ENDSTEP
****************************************************
******************* SOLVE FOR LS 1 OF 1 ****************

SELECT       FOR ITEM=TYPE COMPONENT=
IN RANGE        55 TO         55 STEP          1

147  ELEMENTS (OF     749849  DEFINED) SELECTED BY  ESEL  COMMAND.

SELECT      ALL NODES HAVING ANY ELEMENT IN ELEMENT SET.

488 NODES (OF     975357  DEFINED) SELECTED FROM
147 SELECTED ELEMENTS BY NSLE COMMAND.

GENERATE SURFACE LOAD PRES ON SURFACE DEFINED BY ALL SELECTED NODES
VALUES=  346840.000      0.00000000

NUMBER OF PRES ELEMENT FACE LOADS STORED =        147

ALL SELECT   FOR ITEM=NODE COMPONENT=
IN RANGE         1 TO     975357 STEP          1

975357  NODES (OF     975357  DEFINED) SELECTED BY NSEL  COMMAND.

ALL SELECT   FOR ITEM=ELEM COMPONENT=
IN RANGE         1 TO     749849 STEP          1

749849  ELEMENTS (OF     749849  DEFINED) SELECTED BY  ESEL  COMMAND.

ALL SELECT   FOR ITEM=ELEM COMPONENT=
IN RANGE         1 TO     749849 STEP          1

749849  ELEMENTS (OF     749849  DEFINED) SELECTED BY  ESEL  COMMAND.

PRINTOUT RESUMED BY /GOP

USE AUTOMATIC TIME STEPPING THIS LOAD STEP

USE       1 SUBSTEPS INITIALLY THIS LOAD STEP FOR ALL  DEGREES OF FREEDOM
FOR AUTOMATIC TIME STEPPING:
USE     10 SUBSTEPS AS A MAXIMUM
USE      1 SUBSTEPS AS A MINIMUM

TIME=  1.0000

ERASE THE CURRENT DATABASE OUTPUT CONTROL TABLE.

WRITE ALL  ITEMS TO THE DATABASE WITH A FREQUENCY OF NONE
FOR ALL APPLICABLE ENTITIES

WRITE NSOL ITEMS TO THE DATABASE WITH A FREQUENCY OF ALL
FOR ALL APPLICABLE ENTITIES

WRITE RSOL ITEMS TO THE DATABASE WITH A FREQUENCY OF ALL
FOR ALL APPLICABLE ENTITIES

WRITE STRS ITEMS TO THE DATABASE WITH A FREQUENCY OF ALL
FOR ALL APPLICABLE ENTITIES

WRITE EPEL ITEMS TO THE DATABASE WITH A FREQUENCY OF ALL
FOR ALL APPLICABLE ENTITIES

WRITE EPPL ITEMS TO THE DATABASE WITH A FREQUENCY OF ALL
FOR ALL APPLICABLE ENTITIES

NONLINEAR STABILIZATION CONTROL:
KEY=OFF

*GET  ANSINTER_  FROM  ACTI  ITEM=INT        VALUE=  0.00000000

*IF  ANSINTER_                         ( =   0.00000     )  NE
0                                 ( =   0.00000     )  THEN

*ENDIF

*** NOTE ***                            CP =       7.531   TIME= 112:51
The automatic domain decomposition logic has selected the MESH domain
decomposition method with 2 processes per solution.

*****  ANSYS SOLVE    COMMAND  *****

*** WARNING ***                         CP =       7.875   TIME= 112:51
Element shape checking is currently inactive.  Issue SHPP,ON or
SHPP,WARN to reactivate, if desired.

*** NOTE ***                            CP =       8.375   TIME= 112:52
The model data was checked and warning messages were found.
Please review output or errors file ( F:\SD\WORKSPACE\MINI-PROJECT
ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL
WITH MANUAL CONTACTS 30-04-2020\600mm
DIAMETER\_ProjectScratch\ScrF9B3\file0.err ) for these warning
messages.

*** SELECTION OF ELEMENT TECHNOLOGIES FOR APPLICABLE ELEMENTS ***
--- GIVE SUGGESTIONS AND RESET THE KEY OPTIONS ---

ELEMENT TYPE    1 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    2 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    3 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    4 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    5 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    6 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE    7 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE    8 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE    9 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   10 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   11 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   12 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   13 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   14 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   15 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   16 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   17 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   18 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   19 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   20 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   21 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   22 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   23 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   24 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   25 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   26 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   27 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   28 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   29 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   30 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   31 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   32 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   33 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   34 IS SOLID187. IT IS NOT ASSOCIATED WITH FULLY INCOMPRESSIBLE
HYPERELASTIC MATERIALS. NO SUGGESTION IS AVAILABLE AND NO RESETTING IS NEEDED.

ELEMENT TYPE   35 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE   36 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE   37 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE   38 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE   39 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

ELEMENT TYPE   40 IS SOLID186. KEYOPT(2)=0 IS SUGGESTED AND HAS BEEN RESET.
KEYOPT(1-12)=    0    0    0    0    0    0    0    0    0    0    0    0

*** ANSYS - ENGINEERING ANALYSIS SYSTEM  RELEASE Release 19.2     19.2     ***
DISTRIBUTED ANSYS Mechanical Enterprise

00000000  VERSION=WINDOWS x64   112:52  APR 30, 2020 CP=      8.516

TRIAL-1(600mm dia)--Static Structural (B5)

S O L U T I O N   O P T I O N S

PROBLEM DIMENSIONALITY. . . . . . . . . . . . .3-D
DEGREES OF FREEDOM. . . . . . UX   UY   UZ
ANALYSIS TYPE . . . . . . . . . . . . . . . . .STATIC (STEADY-STATE)
OFFSET TEMPERATURE FROM ABSOLUTE ZERO . . . . .  273.15
NONLINEAR GEOMETRIC EFFECTS . . . . . . . . . .ON
EQUATION SOLVER OPTION. . . . . . . . . . . . .SPARSE
PLASTIC MATERIAL PROPERTIES INCLUDED. . . . . .YES
NEWTON-RAPHSON OPTION . . . . . . . . . . . . .PROGRAM CHOSEN
GLOBALLY ASSEMBLED MATRIX . . . . . . . . . . .SYMMETRIC

*** WARNING ***                         CP =       9.578   TIME= 112:53
Material number 55 (used by element 749703) should normally have at
least one MP or one TB type command associated with it.  Output of
energy by material may not be available.

*** NOTE ***                            CP =       9.719   TIME= 112:53
The step data was checked and warning messages were found.
Please review output or errors file ( F:\SD\WORKSPACE\MINI-PROJECT
ANSYS WORK\ANSYS WORK (05-04-2020)\SOIL-PILE MODEL TRIAL 1\SOIL MODEL
WITH MANUAL CONTACTS 30-04-2020\600mm
DIAMETER\_ProjectScratch\ScrF9B3\file0.err ) for these warning
messages.

*** NOTE ***                            CP =       9.719   TIME= 112:53
This nonlinear analysis defaults to using the full Newton-Raphson
solution procedure.  This can be modified using the NROPT command.

*** NOTE ***                            CP =       9.719   TIME= 112:53
The conditions for direct assembly have been met.  No .emat or .erot
files will be produced.

*** NOTE ***                            CP =      18.500   TIME= 113:02
The initial memory allocation (-m) has been exceeded.
Supplemental memory allocations are being used.

Memory resident data base increased from      1024 MB to      2048 MB.

*** NOTE ***                            CP =      33.484   TIME= 113:17
Symmetric Deformable- deformable contact pair identified by real
constant set 41 and contact element type 41 has been set up.  The
companion pair has real constant set ID 42.  Both pairs should have
the same behavior.
ANSYS will keep the current pair and deactivate its companion pair,
resulting in asymmetric contact.
Contact algorithm: Augmented Lagrange method
Contact detection at: Gauss integration point
Contact stiffness factor FKN                  1.0000
The resulting initial contact stiffness      0.44683E+10
Default penetration tolerance factor FTOLN   0.10000
The resulting penetration tolerance          0.37662E-02
Max. initial friction coefficient MU         0.20000
Default tangent stiffness factor FKT          1.0000
Default elastic slip factor SLTOL            0.10000E-01
The resulting elastic slip tolerance         0.67866E-03
Update contact stiffness at each iteration
Default Max. friction stress TAUMAX          0.10000E+21
Average contact surface length               0.67866E-01
Average contact pair depth                   0.37662E-01
Default pinball region factor PINB            2.0000
The resulting pinball region                 0.75324E-01
Auto contact offset used to close gap         0.0000
Initial penetration is excluded.

*** NOTE ***                            CP =      33.484   TIME= 113:17
Max.  Initial penetration 1.331797793E-03 was detected between contact
element 209964 and target element 216792.
You may move entire target surface by : x= -1.327201114E-03, y=
1.807172058E-18, z= 1.10555704E-04,to reduce initial penetration.
****************************************

*** NOTE ***                            CP =      33.484   TIME= 113:17
Symmetric Deformable- deformable contact pair identified by real
constant set 42 and contact element type 41 has been set up.  The
companion pair has real constant set ID 41.  Both pairs should have
the same behavior.
ANSYS will deactivate the current pair and keep its companion pair,
resulting in asymmetric contact.
Contact algorithm: Augmented Lagrange method
Contact detection at: Gauss integration point
Contact stiffness factor FKN                  1.0000
The resulting initial contact stiffness      0.44683E+10
Default penetration tolerance factor FTOLN   0.10000
The resulting penetration tolerance          0.33540E-01
Max. initial friction coefficient MU         0.20000
Default tangent stiffness factor FKT          1.0000
Default elastic slip factor SLTOL            0.10000E-01
The resulting elastic slip tolerance         0.35908E-02
Update contact stiffness at each iteration
Default Max. friction stress TAUMAX          0.10000E+21
Average contact surface length               0.35908
Average contact pair depth                   0.33540
Default pinball region factor PINB            2.0000
The resulting pinball region                 0.67081

*** NOTE ***                            CP =      33.484   TIME= 113:17
One of the contact searching regions contains at least 768 target
elements.  You may reduce the pinball radius.
Auto contact offset used to close gap         0.0000
Initial penetration is excluded.

*** NOTE ***                            CP =      33.484   TIME= 113:17
Max.  Initial penetration 1.218320269E-03 was detected between contact
element 214856 and target element 206549.
You may move entire target surface by : x= -1.016706124E-03, y=
-3.564265712E-20, z= -6.712770927E-04,to reduce initial penetration.
****************************************

*** NOTE ***                            CP =      33.484   TIME= 113:17
Symmetric Deformable- deformable contact pair identified by real
constant set 43 and contact element type 43 has been set up.  The
companion pair has real constant set ID 44.  Both pairs should have
the same behavior.
ANSYS will keep the current pair and deactivate its companion pair,
resulting in asymmetric contact.
Small sliding logic is assumed
Contact algorithm: Augmented Lagrange method
Contact detection at: Gauss integration point
Contact stiffness factor FKN                  1.0000
The resulting initial contact stiffness      0.39111E+10
Default penetration tolerance factor FTOLN   0.10000
The resulting penetration tolerance          0.40909E-01
Default opening contact stiffness OPSF will be used.
Default tangent stiffness factor FKT          1.0000
Default elastic slip factor SLTOL            0.50000E-02
The resulting elastic slip tolerance         0.20307E-02
Update contact stiffness at each iteration
Default Max. friction stress TAUMAX          0.10000E+21
Average contact surface length               0.40615
Average contact pair depth                   0.40909
Default pinball region factor PINB           0.50000
The resulting pinball region                 0.20455
Initial penetration/gap is excluded.
Bonded contact (always) is defined.

*** NOTE ***                            CP =      33.484   TIME= 113:17
Max.  Initial penetration 1.776356839E-15 was detected between contact
element 218125 and target element 218239.
****************************************

*** NOTE ***                            CP =      33.484   TIME= 113:17
Symmetric Deformable- deformable contact pair identified by real
constant set 44 and contact element type 43 has been set up.  The
companion pair has real constant set ID 43.  Both pairs should have
the same behavior.
ANSYS will deactivate the current pair and keep its companion pair,
resulting in asymmetric contact.
Small sliding logic is assumed
Contact algorithm: Augmented Lagrange method
Contact detection at: Gauss integration point
Contact stiffness factor FKN                  1.0000
The resulting initial contact stiffness      0.39111E+10
Default penetration tolerance factor FTOLN   0.10000
The resulting penetration tolerance          0.40909E-01
Default opening contact stiffness OPSF will be used.
Default tangent stiffness factor FKT          1.0000
Default elastic slip factor SLTOL            0.50000E-02
The resulting elastic slip tolerance      &n