2007 GTS V200 Release Note

8/10/2019 2007 GTS V200 Release Note

1/29

midas GTS V200 Release Notes

01.Preprocessing

02.Material models

03.Elements

04.Analysis

05.Post-processing

06.Additional Features, Enhancements & Bug Fixes


2/29

midas GTSV200 Release Notes

http://eng.midasuser.com/gts/

01.Preprocessing

1. Enhanced Framework

The latestest framework of GTS V200 provides a more intuitive and versatile working

environment. Especially, Task Pane enables the user to customize the menus for his favorite

tasks. It maximizes the operational efficiency of the user. Since the user can arrange the menus

by his own work flow for each analysis type, it helps the user generate anlaysis models with

much less time and effort. In addition, by locating all favorite functions in a single window, the

user invokes a desired menu swiftly without searching through the menu system. It eliminated

the disadvantage of working in a Windows-based GUI.

GTS consists of various analysis types such as Linear/Nonlinear Static, Construction Stage,

Slope Stability, Seepage, Eigenvalue, Seismic Response Spectrum, Time History, and

Consolidation. For each analysis type, analysis conditions (i.e. loads and boundaries) are

defined differently. As such the user should apply them with good understanding of applications

and experience in numerical analysis. In the previous versions of midas GTS, the user guided

himselves through complex analysis procedures with their own knowledge. However, with the

provision of all the necessary features in a specific analysis in the Task Pane, the user can follow

the menus in a step by step workflow. In addition, GTS enables the user to customize his own

favorite analysis procedures. It provides the following 3 major aspects of functionality.


3/29


4/29

3



Usage

Select Model > Boundary > Ground Support.

Select a boundary condition name from BC Set. Select Mesh Set(s) to which boundary conditions will be assigned.

Check on Consider All Mesh Sets. When Consider All Mesh Sets is checked on,

peripheral grounds and contiguous boundaries will not be assigned with ground

supports.

Click Apply and confirm that ground supports are generated on the periphery of the

selected Mesh Set(s).


5/29

4



3. Division of 3D Elements

A 3D mesh often needs to be refined for detailed analysis results. In GTS V200, a function for

dividing 3D elements has been added for the users convenience. This function is useful whengenerating a Hexa Mesh, which ensures the accuracy of the analysis results. The description

and the usage of the function are as follows:

Functionality

Discretize 3D elements depending on the methods.

Usage

Select Model < Element < Divide 3D.

Select elements to be divided. Select a method of dividing elements. Divide by Pattern divides elements by selecting

a division pattern and a reference point. Divide by Number divides elements by

selecting an axis and entering the number of divisions in the selected axis.

Click on Apply and confirm that the selected elements are divided.


6/29

5



4. Improvement in Protrude Mesh

Protrude Mesh creates 1D, 2D and 3D elements by protruding nodes, edges, 1D elements

and 2D elements. In the older versions, 3D elements could not be created directly from other 3Delements. In order to create 3D elements by protruding other 3D elements, 2D elements had to

be extracted from the Faces of the 3D elements and then the 2D elements were protruded into

new 3D elements. In GTS V200, for the users convenience, this function has been improved so

that 3D elements can be directly created by extruding, revolving, sweeping, projecting or

offsetting Faces of other 3D elements. As an example, Extrude Mesh will be presented.

Functionality

Using Faces of 3D elements, new 3D elements can be extruded into a desired direction.

Extrusion Direction can be selected among the axes (X, Y and Z) of the basic

coordinate sytem or directly defined by a 2-Point Vector. If Offset Components (Dx, Dy,Dz) is selected, the extrusion lengths in the x, y and z directions can be specified.

Enter the extrusion length in the Offset entry field and enter the number of elements to

be created in the Number of Times entry field.

Usage

Select Mesh > Protrude Mesh > Extrude.

Select EFace->3D tab.

Select Face(s) of 3D elements.

Select the Extrusion Direction method and specify Offset and Number of Times.

Define material properties for the 3D elements to be extruded, from Attribute.

Click on Preview and confirm that the Mesh is generated correctly.


7/29

6



5. User-defined View Point

View manipulation such as zooming in/out (Mouse Wheel), rotating (Ctrl+Drag while right-

clicking) and moving (Ctrl+Drag while pressing the mouse wheel) in the Work Window can beexecuted using various functions in the View Toolbar. Although the View Point can be freely

changed as the user wishes, a specific View Point often needs to be saved for repeated use. In

GTS V200, the View Point from a desired position and angle can be saved and be restored when

necessary.

Functionality

Save the View Point (Zoom In/Out, Rotate and Move) that the user frequently uses.

Import or export the saved View Point.

Usage

Right-click on the View Point of Pre-Works Tree to invoke the Context Menu. Select

Save Current View point and enter a name so as to save the current View Point or

select Import View Point to import a previously saved View Point (*.vpd).

Double click the saved View Point to revert to the View Point while working on another

View Point.

Right-click on the saved View Point of Pre-Works Tree to invoke the Context Menu.

Select Delete View Point to delete the saved View Point or select Export Current View

point to save as a separate file (*.vpd).


8/29

7



6. Improvement in View Manipulation

In GTS V200, the following shortcut keys for the frequently used View functions have been

added for usability.

Shift + Arrow keys: Move (Pan)

In general, the Work Window is moved using Ctrl+Drag while pressing the mouse wheel.

Using the aforementioned shortcut, the Work Window can be moved as much as the mouse

drags. In order to move the model by a constant distance, press arrow keys while pressing the

Shift key, which is a newly added function.

Ctrl + Arrow keys: Rotate

Using Ctrl+Drag while right-clicking, the Work Window is rotated. In GTS V200, a new

function has been added so that the Work Window can be rotated by a defined angle pressing

the arrow keys while pressing the Ctrl key.

+/- keys on the number keyboard: Zoom-in/out

Using Mouse Wheel, the Work Window is zoomed in/out. Using Mouse Wheel, the Work

Window can be zoomed in/out as much as the mouse drags. With a newly added function, the

Work Window can be magnified or shrunk at a constant ratio by pressing +/- keys on the

number keyboard.

* key on the number keyboard: Zoom Fit

Using the shortcut key Ctrl+Q or the icon in the View Toolbar, Zoom Fit fits the entire model

into the Work Window. In GTS V200, simply click the * key on the number keyboard to use

Zoom Fit.

/ key: Initial View

Initial View removes the analysis results output and returns back to the Mesh Set state. In the

old versions, only the Initial View icon on the Post Command toolbar was used. In GTS V200,

the / key has been added for convenience.


9/29

8



02.Material models

1. Modified Mohr-Coulomb Model

The Modified Mohr-Coulomb model is an advanced Mohr-Coulomb model with a hardening

cap and is suitable for any type of soils (stiff or soft). It is particularly suitable for granular

materials such as silts and sand.

The Modified Mohr-Coulomb model can account for the following material behaviours that are

characteristic of soils:

- Stiff unloading-reloading stiffness, Eur, compared to primary loading stiffnesses.

- Effect of overconsolidation on stiffness change in compression loading.

- Stress dependency of the unloading-reloading stiffness according to a power law.

- Cohesion-frictional shear failure according to Mohr-Coulombs law.

- Strain dependency of the tangential stiffness in primary shear loading (in triaxial test)

according to a hyperbolic law (Duncan & Chang model).

- Evolution of the apparent dilatancy angle (from contractant to dilatant) in primary shear

loading according to Rowes rule.

- Stress dependency of the tangential stiffness in primary compression loading (in

oedometer test) according to an exponential law.

This constitutive behaviour is achieved by combining a non-linear elastic model with two

plastic models which display independent hardening behaviours (i.e. Double Hardening model).

The unloading-reloading behaviour is described by non-linear elasticity with the elastic bulk

modulus varying according to a power-law:

with ptthe pressure shift due to cohesion:

and Krefthe unloading-reloading bulk modulus at reference pressure pref

The unloading-reloading Poissons ratio remains constant.

The shear behaviour is described by a smooth Mohr-Coulomb plastic surface, Fig. 1 and Fig 2.

Shear hardening is achieved by the variation of the friction angle from its initial value, 0, to itsultimate value, u. The strain dependent evolution of the friction angle is specified to match theDuncan Changs parabolic law at the reference pressure:

with 1the vertical strain, q the deviatoric stress and qathe assymptotique shear stress.

m

ref

treft

p

ppKK

=

u

t

cp

tan=

=

a

ref

q

qE

q

1250

1


10/29

9



The flow rule for shear hardening is non-associated. The adopted plastic potential is of

Drucker-Prager type and is controlled by a dilatancy angle depending on the current friction

angle according to Rowes rule:

with cvthe friction angle at zero dilatation

The primary loading compression behaviour is described by an elliptic plastic cap with its

center at the apex of the Mohr-Coulomb surface, Fig.1:

with pcthe preconsolidation stressand a shape ratio set to a default value of 2/9

The initial preconsolidation stress, pc ini, is computed based on the initial stresses and on the

specified values of K0and Knc.

Compression hardening is achieved by the variation of the preconsolidation stress according

to the following exponential law:

with e0the initial void ratio, vpis the volumetric plastic strain and is the hardening coefficientdeduced from the oedometer modulus.

The cap flow rule is associated.

Fig. 1 In p-q space Fig. 2 In deviatoric plane

cv

cv

sinsin1

sinsin

sin

=

uu

uucv

sinsin1

sinsinsin

=

( ) ct pqppf ++=22

+= vpcc

epp

1exp 0ini


11/29



The input parameters of Modified Mohr-Coulomb model are as follows:

Cohesion Cohesion, c

Friction Angle Initial friction angle, 0. Can be chosen close to zero.

Secant Stiffness in Tri-axial

test (E50ref)

Secant Youngs modulus at 50% of shear failure in a

triaxial test carried out under reference pressure, Pref

Tangential Stiffness primary

Oedometer test (Eoedref)

Tangential oedometer modulus at reference pressure,

Pref

Unloading/Reloading

Stiffness (Eurref)

Unloading-reloading Youngs modulus at reference

pressure, Pref

Reference Pressure (Pref) Reference pressure

Ultimate Dilatancy Angle Dilatancy angle at shear failure, u

Friction Angle at shear Friction angle at shear failure, u

Power of Stress Level

Dependency

Parameter for the Power Law

Porosity Initial porosity

KNC K0-ratio for normally consolidated soil

Forced Normal Consolidation This option can be used to force the constitutive model

to produce a normally consolidated stress state. It may

be usefull in particular in the stress initialization stage of

ground layers under a slope.


12/29



2. User Supplied Material

User Supplied Material allows the user to implement the user-defined material of a nonlinear

model in GTS solution and Pre/Post processor. Nonlinear elastic materials and elasto-plasticmaterials are the materials that can be implemented using User Supplied Material, and this

function is applicable to plane strain elements (3, 4, 6 & 8-node), axisymmetric elements (3, 4, 6

& 8-node) and solid elements (4, 6, 8, 10, 15 & 20-node). Stress components for each element

are defined as follows:

Element Stress Strain

Plane strain zzxyyyxx ,,, zzxyyyxx ,,,

Axisymmetric zzxyyyxx ,,, zzxyyyxx ,,,

Solid zxyzxyzzyyxx ,,,,, zxyzxyzzyyxx ,,,,,

The procedure for using User Supplied Material function is as follows:

Create a Fort ran file

Create a DLL f ile

Implement in the modeling

Detailed descriptions on User Supplied Material are presented in the last part of this Release

Notes.


13/29


14/29

3



The diagram for the relative shear force per length as function of relative longitudionaldisplacement between pile and soil is defined at the Reference Depth. If the Slope of Friction-Rel.

Disp curve is not actived or assigned with value 0, this diagram will apply to every point of the

pile. However, when the Slope of Friction-Rel. Disp curve is activated, the diagram will become a

function of depth because the vertical axis of the diagram will be corrected by the defined slope.

Normal Stiffness of the interface is always equal to nK .

Parameter Description

Ultimate Shear force Ultimate shear force per length (Force/Length)Shear Stiffness Modulus ( )tK Linear elastic penalty stiffness of the interface

in the longitudional direction of the pile. If this

option is chosen a tri-linear diagram is defined

for the relative shear-force per length as

function of relative longitudional displacement

between pile and soil. This diagram is defined

by the ultimate shear force value (1st and 3

rd

line-segment) and the shear stiffness modulus

(2nd

line segment), (Force/Length*Length)

Function Multi-linear diagram can be specified for the

relative shear force per length as function of

relative longitudional displacement between

pile and soil. The veritical axis of the diagram

is dimension-less and will be multiplied by the

specified ultimate shear force value. The

horizontal axis is of dimension Length.

Normal Stiffness Modulus (Kn) Linear elastic penalty stiffness of the interface

in the directions normal to the pile.

(Force/Length*Length)

Reference Depth The reference depth for which the diagram as

defined above is applicable (Length)

Slope of Friction-Rel. Disp. curve The gradient of shear-force per length

diagram with depth (Force/Length*Length).


15/29

4



An example model generated using Pile elements is illustrated below. 5 layers constitute soils.

A pier is on the soil and the lower part of the pier is composed of Pile elements. The soil and the

structure retain their own self-weights and no external load is applied.

Tractions and relative displacements of Pile elements are produced with respect to the local

coordinate system. The displacements of the Pile elements and peripheral soils and the axial

tractions of the Pile elements are displayed below. It is observed that the Pile elements greatly

affect the soils on the periphery and the distribution of friction at the Pile elements and peripheral

soils.


16/29

5



Constitutive Equation

Solid elements of both lower order and higher order can be used for interface elements. The

following types of Solid elements can be used.

8-node/20-node Octahedron (Brick)

6-node/15-node Hexahedron (Wedge)

4-node/10-node Tetrahedron (Tetra)

The following types of Line elements can be used.

2-node Truss element

2-node Beam element

The global coordinate system for interface elements is as follows:

{ }321 XXX=X

The element local coordinate sytem for interface elements can be defined using the global

coordinate system as follows:

( ) ( ) ( ){ { }321333231323222121312111 ,,,,,, XXXXXXxXXXxXXXx ==x

Elementary Coordinate y

z

x

Elementary Coordinate y

z

x


17/29

6



The global coordinate system can be expressed as

IX =

The local coordinate system can be represented in terms of an orthogonal matrix as

=3

3

3

2

3

1

2

3

2

2

2

1

1

3

1

2

1

1

XXX

XXX

XXX

x

Nodal coodinates can be arranged using the local coordinate sytem as follows:

( ) ( ) ( ){

( ) ( ) ( ){ }TXXXxXXXxXXXxXXX

XXX

XXX

xxxxxxxxxxxx

3

3

3

2

3

13

2

3

2

2

2

12

1

3

1

2

1

11

3

3

3

2

3

1

2

3

2

2

2

1

1

3

1

2

1

1

3

3

3

2

3

13

2

3

2

2

2

12

1

3

1

2

1

11

,,,,,,

,,,,,,

=

=x

The quadratic shape function can be plotted and written as follows:

( ) ( )21 12

11

2

1 =N , ( ) ( )22 1

2

11

2

1 +=N , ( )23 1 =N

The shape function at the Gauss integration points is denoted by lkN . Where k is the node

number and lis the integration point number. If there are two integration points, l=1,2. The nodal

coordinates can be expressed as kia using the node number, k and the number of degrees of

freedom, i. For Solid elements, three translational degrees of freedom are used.

= ===

3

1

3

3

1

2

3

1

1 ,,k

lk

k

k

lk

k

k

lk

kl NaNaNaa

la is the coordinate of the Gauss integration point of Line element in the element local

coordinate system. Since the coordinate of the integration point of Line element is known in the

Isoparametric coordinate system of Solid element, the coordinate system of the integration point

of Line element can be known in the element coordinate system of Solid element using the nodal

coordinate of Solid element.

N NN


18/29

7



The coordinates in the Isoparametric coordinate system are given by

{ }llll ,,=

If the basic element is a 15-node Wedge element, the shape function can be defined by

l

kN15

Where,kis the exponent of the shape function and lis the exponent of the integration point. If

three nodes pass through the 15-node Wedge element, the Relative Displacement-Displacement

matrix can be formulated as follows:

=llll

llll

llll

l

NNNN

NNNN

NNNN

3115

15

1

15

3115

15

1

15

3115

15

1

15

00000000

00000000

00000000

LL

LL

LL

B

If three nodes pass through a 10-node Tetra element, the Relative Displacement-Displacement

matrix can be formulated as follows:

=

llll

llll

llll

l

NNNN

NNNN

NNNN

311010

110

3110

10

1

10

3110

10

1

10

00000000

00000000

00000000

LL

LL

LL

B

The slope stiffness matrix of Solid-Beam interface element is

=

=np

l

ll

lTl

t W1

detJTBBK

Where, tK is the slope stiffness, lW is the weight and T is the Relative Displacement-

Friction matrix.

The types of material models used for Solid-Beam interface elements include Linear Elastic

model and Nonlinear Elastic model. The Relative Displacement-Friction matrix is formulated as

follows:

y

z

xElementary Coordinate

{ 16316216116 ,, aaa=a

{ 17317217117 ,, aaa=a

{ 18318218118 ,, aaa=a { 18318218113 ,, aaa=a

{ 18318218112 ,, aaa=a

{ 18318218111 ,, aaa=a


19/29

8



0 0

0 0

0 0

s

n

n

k

k

k

=

D

Normal stress ( ) and shear stress ( ) are associated with a constitutive equation which

relates them to normal strain and tangent strain. A 3-D structure retains one tangential strain and

two normal strains.

=

D

The constitutive equation for nonlinear elastic model is determined by the slope of the

following graph:

Once the user defines the graph at the Reference Depth and the Slope of Friction-Rel. Disp.

curve with depth, the depth of the integration point at which friction is to be calculated for Solid-

Beam interface element will be automatically calculated. And the variation of the graph with

depth will be automatically calculated using the Slope of Friction-Rel. Disp. curve in order to

calculate internal forces and slope stiffnesses.

Relative displacement

Force per length of pile

Depth=1

Depth=2


20/29

9



04.Analysis

1. Restart Function

While running the construction stage analysis, the user may stop at a mid-stage for a check, or

it can be terminated due to system instability or by an accident. Depending on the analysis type

and the number of analyzing stages, the analysis may require a very long time. If it has stopped

due to unexpected termination, the user must spend wasteful time to run the analysis again

from the first stage. In GTS, the restart function enables the user to continue from where it has

last stopped It will reduce the total analysis time when faced with unexpected errors during the

analysis.

Introduction

After the construction stage analysis is terminated, the function enables the user to start

again from the last saved analysis.

Usage

The restart option is specified from Analysis Case (Main Menu: Analysis > Analysis

case). After selecting Construction State as an analysis type, click Analysis Control to

invoke the Analysis Control dialog..

It provides 3 options to control the Restart function.

Save only user specified stages : It saves only specified stage by the user. If not converged save its previous stage : It saves only the last converged stage.

Save all stages : It saves all stages.


21/29

2



2. Drain Function

In order to show the characteristic of a drainage material, midas GTS provides Draining

Condition in this version. The Drain Condition is applied in areas where the excess pore waterpressure equals to zero, and it can be effectively used with the consolidation analysis and the

ground water flow analysis provided by midas GTS. In consolidation analysis, nodes with the

drain condition will have the pore water pressure of zero; the active pore water pressure

becomes zero to allow drainage in the ground water flow analysis.

3. Well

GTS v200 allows user to control extraction and injection of water in specified nodes using the

Well condition. The Well is controlled with existing Nodal Flux function, and it can describe the

extraction and injection by adding + and - symbols in the value.

Usage

Select Main Menu: Model > Boundary > Nodal Flux.

Enter the name of BC Set.

Select nodes for Well condition to be applied

Enter the value of water extraction (- sign) or injection (+ sign) in the Nodal Flux value

input box.

Click the Apply button, and check if the boundary condition is added successfully.


22/29


23/29

22



05.Post processing

1. Deviatoric and Volumetric Plastic Strain

In GTS v200, deviatoric plastic strain and volumetric plastic strain can be checked in the post-

processing.

Introduction

Stress tensor has two components, elastic and plastic.

pe +=

Deviatoric plastic strain can be defined as follows:

2devp3

4J=

whereas, ( ) ( ) ( ) ( )2p2p2p2

pp612

pp612

pp61

24

1zxyzxyxxzzzzyyyyxxJ +++++=

Volumetric plastic strain can be defined as follows:

zzyyxxvol pppp ++=

Usage

These plastic strain results can be displayed by double-clicking strain components

marked as Deviatoric or Volumetric.


24/29

23



2. Elements Result Calculated at Nodes using Probe Result

Probe Result enables us to display nodal or element results using tags. Since some analysis

results such as stress and strain are only computed at elements, their result display using ProbeResult has been limited to element based output. In this new version, it is possible to display the

element result values on a node. It automatically calculates average of all results of attached

elements to the target node. The function is only available when Nodal Average is checked in

Status Switch of Post Command Toolbar.

3. Absolute Maximum Display using Probe Result

In addition to Max and Min display capability, the absolute maximum value checking function

has been added to Probe Result.


25/29

24



4. Nodal Average per Group

Nodal average is used to display contour result. This method calculates average value at a

node from pertaining elements. In the previous versions, the value was computed from all

elements around the node. However, in GTS v200, users can designate groups of averagingelements based on Mesh Set, Property or Material.

Group Type

Same Mesh Set : It calculates average only within elements of the same Mesh Set.

Same Properties : It calculates average only within elements of the same Property.

Same Materials : It calculates average only within elements of the same Material.

Usage

Select a result component from the Post-Works Tree. Select Nodal Average in the Property Window.

Select preferred option in Group Type.


26/29

25



5. Mesh Edge Display Free Face Wire Frame and Shading

4 new mesh edge display methods have been added to 3 existing methods.

Edge Display Methods

Free Face Wireframe: It only displays element edges on free face boundary.

Shading (Wireframe, Feature Edge, Free Face Wireframe): Shading displays all

elements in a mono-color. Edge display methods are the same as regular contour

display.

Free Face Wireframe Shading (Wireframe)

Shading (Feature Edge) Shading (Free Face Wireframe)


27/29

26



06.Additional Features, Enhancements, and Bug Fixes1.New Feature

-2006-10-31

When zooming by scrolling, pressing down crtl key will change its zooming center to the mouse

pointer instead of screen center.

-2006-12-09

Toggle icons for element local axis, element number, and node number are added in Mesh

Toolbar.

-

2.Improvement

-2006-09-07

Domain recognition algorithm in Auto Mesh Planar Area has been improved.

-2006-09-13

While creating interface elements using the From Beam/Plate method, elements on each side

of Beam/Plate elements can be registered in a separate Mesh Set.

-2006-10-31

Shape Display after Meshing has been added in Mesh Preference. It controls the display of

geometry shape after mesh generation.

-2006-12-05

A node/element can be selected using its ID in Query Node/Element.

-2006-12-08

Mid-node to Geometry option is added in Mesh Preference for Auto/Map Mesh generation.

-2006-12-09

Log Scale option has been added for defining Time Step for consolidation analysis.

-2006-12-12

Auto-meshing speed for higher order elements is improved by 20%.

-2006-12-13

Section display for 1D element is improved (Speed/Graphic Quality).

-2006-12-13

D Delaunay Mesher and 3D Tetra Mesh are improved in both speed and shape quality.

-2007-01-10

Change Parameter is improved in speed.

-2007-01-11

Memory is managed more efficiently in construction stage analysis.


28/29

27



3. Bug Fix

-2006-08-18

Safety Factor calculation issue when underground water exists in Slope Stability Analysis has

been resolved.

-2006-08-18

Problem in analysis result of 1D element in construction stage has been resolved.

-2006-08-30

Data transfer error in Initial Stress has been fixed.

-2006-08-30

Interface generation error for high order elements has been fixed.

-2006-09-08 Spring element problem in Construction Stage Analysis has been fixed.

-2006-09-08

Flow Quantity output error has been fixed.

-2006-09-15

An error with higher order element generation on cylindrical face has been fixed.

-2006-09-20

An error with Prescribed Displacement in Construction Stage Analysis has been fixed.

-2006-09-29

Property Window problem has been fixed to update when the Apply button is pressed.

-2006-09-29

Detach Mesh problem has been fixed.

-2006-10-02

A seeding error with manual division in Auto-Mesh has been fixed.

-2006-10-02 An error with Grid Mesher with very small scale model has been fixed.

-2006-10-08

An error in displaying higher order elements in construction stage has been fixed.

-2006-10-10

Stress contour problem for quadratic tetra elements has been fixed.

-2006-10-10

An error in axial forces of rock bolts in quadrilateral elements has been fixed.

-2006-10-16

An error in displaying information of Interface Element in the Property Window has been fixed.


29/29


-2006-11-23

An error in calculating Twist Angle for Hexa Element has been fixed.

-2006-12-06

An error in copying Interface elements using Transform Mesh has been fixed.

-2006-12-07

An error in copying Excel Spreadsheet into a table has been fixed.

-2006-12-12

An error in displaying probe results with different result components has been fixed.

-2006-12-15

An error in merging nodes of Interface Element has been fixed.

-2006-12-16 Interface element generation using From Beam/Plate is fixed to perform when elements have

feature angle higher than 90 degrees.

-2006-12-16

An error in generating interface element between Plane and Solid has been fixed.

-2006-12-21

An error in aligning nodes in WCS Z-direction has been fixed.

-2006-12-27

Normal direction problem in 2D Project has been fixed.

-2007-01-11

An error with Work Mesh Set has been fixed.

-2007-01-11

A seeding error in using Reassign/Unseed Only option in Match Edge Seed has been fixed.

Documents

2007 GTS V200 Release Note