Integrated Design System for Building and General StructuresIntegrated Design System for Building...

Gen 2010 (v1.1) Release NoteIntegrated Design System for Building and General Structures

Enhancements

Pre/Post Processing

Analysis

Design

3

26

44

(1) Automeshing

(2) Definition of Domain/Sub-domain for slab and wall design

(3) Addition of Create Converted Line Elements function

and much more…

(1) Applying Plate and Solid Elements to Structural Masonry Material

(2) Addition of Time Dependent Material as per Eurocode2:04

(3) Addition of Time Dependent Material as per IRC:18-2000

and much more…

(1) Addition of Capacity Design as per NTC2008 and Eurocode8-1:2004

(2) Addition of Slab/Wall Design as per Eurocode2-1-1:2004

(3) Improvements in Rebar Input Dialog box

and much more…

Gen 2010 (v1.1) Release Note

(1) Automeshing

(2) Definition of Domain/Sub-domain for slab and wall design

(3) Addition of Create Converted Line Elements function

(4) Assigning wind and seismic loads on a structure with meshed slabs

(5) Enhanced Beam Wizard

(6) Addition of composite sections

(7) Addition of the inverted T-shape beam

(8) Improvements in IS808 section DB

(9) Addition of Chinese section DB (GB-YB05)

(10) Converting Inertial Forces from RS analysis to Nodal Loads

(11) Addition of Cutting Diagram Display for Plane Strain elements

(12) Display Stiffness of Rigid Type Elastic Link in the Analysis Output File

(13) Shading for Solid and Planar Elements in Wireframe View

(14) Display element color by element type, material type, or section type

(15) Enhanced Display of Supports and Point Spring Supports

(16) Addition of an export to Excel option in result tables

(17) Save an image in jpg format

(18) Export frame model to solid/plate model

(19) Addition of Sort Groups by Name feature

(20) Renumbering the existing element numbers in reverse order

(21) Addition of the Preference for online help

(22) Addition of auto-generation of wind loads

according to the latest Korean Building Code (KBC2008)

(23) Addition of static and dynamic seismic loads

according to the latest Korean Building Code (KBC2008)

List of Detailed Enhancements in Pre & Post Processing

Gen 2010 Pre/Post Processing Enhancements Gen 2010 (v1.1) Release Note

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Mesh generation feature has been newly implemented for slab and wall members. Generated

mesh elements are fully compatible with analysis and design features. Automesh considering

interior nodes, elements, and openings is available.

Automesh Map-mesh of 4-Node

Using the Auto-mesh Planar Area

function, we can generate

meshes on areas of various

shapes. In order to specify the

area, select the corresponding

Nodes, Line elements, or Planar

elements.

Using the Map-mesh 4-Node

Area function, we can generate

regular mesh shapes for any area

of 4-nodes. We can specify the

number of divisions for the X and

Y-axis separately.

Automesh and Map-mesh

1. Automeshing

Model > Mesh > Auto-mesh Planar Area

Model > Mesh > Map-mesh 4-Node Area


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Check on the Mesh Inner Domain option

to generate meshes in the interior

openings. When this option is checked off,

the program automatically recognizes the

enclosed areas, and mesh elements are

not generated in the corresponding areas.

Mesh Inner Domain is checked off as

default.

Mesh Inner Domain option

Include Interior Nodes/Lines option

Check on Include Interior Nodes/Lines

option to consider nodes or lines when

generating meshes. In order to specify

nodes and lines, auto and user defined

methods are available.

Include Interior Nodes/Lines option can

consider beam, planer, and solid

elements.

Boundary Connectivity

Boundary connectivity for adjacent areas

is automatically considered. If the user

does not want to consider the boundary

connectivity, the user can check off the

Include Boundary Connectivity option.

This option is checked on as default. Meshing

Meshing

Meshing

Meshing


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Check on the Delete Boundary Line

Element option to delete line elements

when generating meshes. When this

option is checked off and the Subdivide

Source Line Element option is checked on,

line elements will be divided relevant to

the mesh size.

Delete Boundary Line Element

When mesh elements are generated,

boundary line elements are divided

relevant to the mesh size. Divided line

elements are assigned as one member for

design.

This option is activated when Delete

Source Line Element option is checked off.

Subdivide Boundary Line Element

Meshing

Meshing

When mesh elements are generated,

predefined loads are automatically

redistributed along the mesh elements.

Redistribute pressure loads

Meshing


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Automesh and design procedure

Parapet Automesh (Extrude : Line -> Planar)

Analysis & Design

Copy

Slab Automesh

Make a polygon for meshing


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2. Definition of Domain/Sub-domain for slab and wall design

Model > Mesh > Auto-mesh Planar Area

Model > Mesh > Map-mesh 4-Node Area

Domain

[1]

[2]

[3]

[4]

Sub-Domain

Meshing

The domain is automatically defined when generating meshes. Elements which are defined as

one domain can have the identical element type, material property, and thickness.

One domain consists of several sub-domains representing each slab span. For each sub-

domain, we can specify the rebar direction for slab design.

X

Y

1

Dir. 1

Dir. 2

GCS

Rebar directionDir.1: Angle of rebar from Global X-axisDir.2: Angle of rebar from Dir.1 Display sub-domain angle


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Generate line beam elements on the outline of the planar elements. When Create only on

Periphery Region option is checked on, beam elements are generated on the outermost lines

only. This function is useful in creating line elements after meshing plate elements.

Simultaneous conversion by multiple selection

When Create Only on Periphery Region option is checked on

When Create Only on Periphery Region option is checked off

Model > Element > Create Converted Line Elements

3. Addition of Create Converted Line Elements function


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Model > Building > Control Data

Wind Load

Seismic Load

Concentrated Load Torsion

Concentrated Load Torsion

4. Assigning wind and seismic loads on a structure with meshed slabs

Automatically calculate static wind and seismic loads for floors in which floor diaphragm is not

considered. In the old version, static wind and seismic loads were not able to be assigned if

floor diaphragm was not considered.


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Span-oriented input type for Beam Wizard has been newly implemented. In the new version,

beam elements with different spans can be rapidly generated.

Type 1: Generate beam elements based on the beam length. Beam elements with different

lengths can be generated simultaneously. (Ex. 5.0, 3.0, 4.5, [email protected])

Type 2: Generate beam elements based on the distance between the nodes and the number

of repetitions.

Model > Structure Wizard > Beam

Old version Gen 2010

5. Enhanced Beam Wizard


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The composite section tab regarding the section variation before and after composite actions

has been newly added. Composite section provides the following three section types:

Steel-Box: Structural steel Box Girder

Steel -I: Structural Steel I Shape Girder

User: Section properties defined as “General Section” in the Value tab

Model > Properties > Section

Tables >Structure Tables > Properties > Section

6. Addition of composite sections

Steel-Box type

Steel-I type


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Generate the strip foundations using the upside-down T-shape beam. Both the inverted T-

shape and L-shape sections can be generated. These section are useful in generating strip

foundations of a building. The design feature for the upside down T-shape beam will be

implemented in the upcoming version.



Upside-down T-shape section L-shape section

7. Addition of the inverted T-shape beam


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In IS808 section DB, H-Section and Channel

now reflect “r” value.

Also, T-Section has been newly added in IS808.

8. Improvements in IS808 section DB

Chinese section DB (GB-YB05) has been newly

added. The following section shapes are

available based on GB-YB05:

Angle, Channel, I-section, T-section, Box,

Pipe, Double angle, Double channel, Cold

formed channel

9. Addition of Chinese section DB(GB-YB05)




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Inertial forces resulting from response spectrum analysis can be converted to nodal loads in

the specified load case. The procedure is as follows:

In the “Nodal Results of RS” table, right-click and select “Convert to Nodal Load.”

In the “Convert to Nodal Load” dialog box, select the desired RS load case and Mode.

The “Combined” component of Mode represents modal combination results.

Select or create load case to generate the nodal loads.

Results > Result Tables > Nodal Results of RS

10. Converting Inertial Forces from RS analysis to Nodal Loads

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1


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Cutting diagram can now be displayed

for plane strain elements. In the old

version, this feature was available for

plate elements only.

Display cutting diagram for 2-D

structures which consist of plane strain

elements such as dams, breakwaters,

tunnels, and retaining walls.

Results > Stresses > Plane Strain Stresses

11. Addition of Cutting Diagram Display for Plane Strain elements

Model > Boundaries > Elastic Link

Analysis > Perform Analysis

Stiffness of rigid type elastic link is now produced in the analysis output file (*.out).

12. Display Stiffness of Rigid Type Elastic Link in the Analysis Output File


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Shading

View > Display Option

Shading option for solid and planer elements has been newly implemented. With this option,

the user can adjust the transparency level of the shading display.

13. Shading for Solid and Planar Elements in Wireframe View

Random element color can be automatically assigned corresponding to the type of element,

material, or section.

For pre-generated elements, assign a random element color for a particular property by clicking the [Random Color] button.

For newly created elements, assign a random element color to each of the properties by clicking on the “Assign Random Color” option.

View > Display Option

14. Display element color by element type, material type, or section type

Draw tab Color tab


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A new feature that displays the Supports and Point Spring Supports, offering an intuitive way

of identifying boundary conditions.

Model > Boundaries > Define Constraint Label Direction

View > Display > Boundary

Old version

Gen 2010Support Point spring support

15. Enhanced Display of Supports and Point Spring Supports


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A new feature that can export result tables to an Excel Spreadsheet. All values as well as table

titles are exported to the spreadsheet. This feature is available for all the pre and post-

processing tables.

Results > Result Tables

16. Addition of an export to Excel option in result tables

File > Graphic files > JPG files

Graphical image of the Model Window can

be saved in jpg format as well as AutoCAD

DXF, BMP, or EMF formats.

17. Save an image in jpg format


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File > Export > Frame Section for Solid, Frame Section for Plate

[midas Gen: line beam model]

[midas FEA: Imported tendons]

[midas FEA: Solid model]

Tendon Profiles as well as concrete girder can be exported to midas FEA for detailed analysis.

The option to export frame model to plate model in midas FEA has been newly implemented.

The user can easily generate the solid/plate model with tendons, which will be analyzed in

midas FEA.

18. Export frame model to solid/plate model


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In the old version, if a structure group “Seg5-1” is newly created, it would be placed at the bottom of the group list.

In Gen 2010, the user

can change the group

order relevant to the

construction sequence.

Model > Group > Define Structure (Boundary / load / Tendon) Group

Automatically arrange the list of groups in alphabetical order, or manually change the order of

the groups as desired.

This feature helps the user to quickly organize and better understand the group data especially

for the construction stage analysis.

Old version

Gen 2010

19. Addition of Sort Groups by Name feature


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In Gen 2010, (-)X, (-)Y, and (-)Z

directions are newly added.

102

103

201

202

203

204

301

302

303

304

305

401

402

403

101 reversed order

1

2

3

4

5 6 7 8

9

10

11

12

reversed order

Model > Nodes > Renumbering

Renumber the existing element (node) numbers in reverse order of the GCS direction.

For pile or frame elements, renumber the element (node) numbers in the direction of gravity.

Model > Elements > Renumbering

Pile elements

Frame

20. Renumbering the existing element (node) numbers in reverse order


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The user can select a Local Help or Web-based Help using the new preference feature.

When “Use Local Help” option is checked, a Local help file (midasGen.chm) which has been

installed onto the local computer is invoked by pressing the “F1” key.

The default is set to web-based Help, since it can be frequently updated with enhanced

contents.

[Web-based Help]

21. Addition of the Preference for online help

Tools > Preferences > Notice & Help


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Rigid Structure

Auto-generation of wind loads according to KBC2009 has been newly implemented.

In KBC2005, Gust Effect Factor was determined based on the Roughness in the corresponding

table for the rigid frame. In KBC 2009, it is calculated from the equation.

Load > Lateral Loads > Wind Loads

22. Addition of auto-generation of wind loads according to the latest Korean Building Code (KBC2009)

Flexible Structure


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Static seismic load and design response spectrum according to KBC 2009 have been newly

added.

Load > Response Spectrum Analysis Data > Response Spectrum Functions

Load > Lateral Loads > Static Seismic Loads

23. Addition of static and dynamic seismic loads according to the latest Korean Building Code (KBC2009)


(1) Applying Plate and Solid Elements to Structural Masonry Material

(2) Addition of Time Dependent Material as per Eurocode2:04

(3) Addition of Time Dependent Material as per IRC:18-2000

(4) Addition of the Time Dependent Material (Compressive Strength) as per CEB-FIP(1978)

(5) Addition of distributed springs

(6) Addition of Pile Spring Supports

(7) Addition of Multi-Linear Type Elastic Link

(8) Nonlinear Point Spring Supports for Construction Stage Analysis

(9) Accidental Eccentricity consideration for Response Spectrum Analysis in Basement Floors

(10) Considering Mass Participation Factor for Rotational direction

(11) Transfer reactions of slave nodes to the master node

(12) Improvements in Buckling Analysis Control dialog box

(13) Improvements on the Eigenvalue analysis considering the maximum number of frequencies

(14) Enhanced pushover hinge properties of FEMA type

(15) Buckling load consideration in the Pushover Yield Surface

(16) Improvements in Inelastic Hinge Properties of SRC Beam member

List of Detailed Enhancements in Analysis

Gen 2010 Analysis Enhancements Gen 2010 (v1.1) Release Note

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1. Applying Plate and Solid Elements to Structural Masonry Material

Plate elements, 4-nodes tetra solid, and 6-nodes wedge solid elements can be applied to the

Structural Masonry material for plastic analysis.

Model > Properties > Plastic Material


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2. Addition of Time Dependent Material as per Eurocode2:04

Time Dependent Material (Creep/Shrinkage, Compressive Strength, and Tendon Loss) as per

Eurocode2:04 has been newly implemented.

Model > Properties > Time Dependent Material (Creep/Shrinkage)

Model > Properties > Time Dependent Material (Comp. Strength)

Load > Prestress loads > Tendon Property

Creep/Shrinkage

Compressive Strength Tendon Loss


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3. Update on Time Dependent Material as per IRC:18-2000

Time Dependent Material (Creep/Shrinkage, Compressive Strength, and Tendon Loss) as per

IRC18:2000 has been newly implemented.

Creep function can be shown as “creep strain per 10MPa” as well as “Creep Coefficient.”

Creep/Shrinkage

Compressive Strength Tendon Loss

Model > Properties > Time Dependent Material (Creep/Shrinkage)


Load > Prestress loads > Tendon Property


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4. Addition of the Time Dependent Material (Comp. Strength) as per CEB-FIP(1978)

Time Dependent Material (Compressive Strength) as per CEB-FIP(1978) has been newly

implemented. In the old version, only creep and shrinkage as per CEB-FIP(1978) were

implemented. For the construction stage analysis, time dependent material as per CEB-

FIP(1989) can now be fully considered.


Implemented time dependent material codes:

CEB-FIP(1990)

CEB-FIP(1978)

ACI209(1982)

PCA(1986)

Combined ACI & PCA

IRC:18-2000

Eurocode2-1-1:2004


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5. Addition of distributed springs

Distributed springs on the beam, plate, and solid elements.

Generate surface springs to represent the stiffness of the soil.

Consider accurate boundary conditions when modeling members on elastic subgrade.

Compression-only spring can be considered.

Model > Boundaries > Surface Spring Supports

Difference between Convert to Nodal Spring and Distributed Spring

When Convert to Nodal Spring is selected, springs are entered at the nodes of the elements. When Distributed Spring is selected, springs are uniformly distributed on a face or edge of the elements.

Convert to Nodal Spring

Distributed Spring (Winkler Spring)

Spring location

Nodes of elements Distributed on the elements

Unit of reaction

kNBeam: kN(kN/M)

Planar or Solid: kN(kN/M2)

DeformationConcentratedat the nodes

As element stiffness increases, beam deformations are distributed throughout

the elements.

[Surface Spring Supports Display]

[Reaction (Local-Surface Spring )tab]


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6. Addition of Pile Spring Supports

Pile spring support can consider the soil adjacent to piles as nonlinear springs. Nonlinear

characteristics of springs over the pile height are automatically varied.

Linear, compression-only, and Multi-Linear springs are automatically assigned to nodes

depending on the spring direction.

By selecting the pile elements and entering the geometry data (ground level, pile diameter, etc.)

and soil properties, the spring stiffness at each node is automatically calculated.

Linear type

Point Spring Support

Model > Boundaries > Point Spring Support Table

Multi-Linear type

Point Spring Support

Model > Boundaries > Pile Spring Supports


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: Angle of internal friction of sand

:

:

: Unit weight of soil

: Active earth pressure coefficient

The relationship between the lateral soil resistance and the lateral displac

ement Y at a specific depth X is represented as shown in the figure on th

e left.

The values of Pk, Pm, Pu, Yk, Ym, and Yu are defined at a specific depth

(ex. where pile springs are located).

The method of calculating Pu varies with Soil Types. The values of Pk, P

m, Yk, Ym, and Yu are calculated using Pu as explained below.

The calculation method is divided into two major cases - Sand and Clay.

Different J values are used for Soft Clay and Stiff Clay.

The Stiffness of Nonlinear Elastic (Lateral) Springs for the Soils adjacent to Piles

a. Calculation of Pu in the case of Sand Soil

The value of Xt denotes the depth when the following two Pu values are equal. Make the right terms of two equati

ons identically, rearrange the equation in terms of X, and solve the quadratic equation.

) ti X X ) tii X X

1 2 3 4[ ]u rP A X c c c c 5 6[ ]uP AD c c

0

1

tan sin

tan( )cos

K Xc

2

tan( tan tan )

tan( )c D X

3 0 tan (tan sin tan )c K X

4 ac K D

8

5 (tan 1)ac K rX

4

6 0 tan tanc K rX

: Ultimate soil resistance per unit length

: Empirical adjustment factor

: Depth below soil surface

: Pile diameter

: Coefficient of earth pressure at rest

uP

A

X

D

0K aK2[tan (45 / 2)]

/ 2

45 / 2

Where, Where,


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: Empirical adjustment factor

: Constant varying with relative density

: Pile diameter

: Empirical constant (0.5 for Soft Clay, 0.25 for Stiff Clay)

: Depth below soil surface

:

b. Calculation of Pu in the case of Clay Soil

Where,

[3 / ]u u uP D s rX Jc X D

9u uP s D

RX X

RX X

uP

us

uc

D

J

X

RX 6 /[ / ]uD s J

: Ultimate resistance per unit length

: Undrained shear strength

: Undrained cohesion

: Unit weight of soil

for

for

c. Computation of Points k and m

3

80u

DY

60m

DY

m u

BP P

A

/(1 )

1/1

n n

n

m

DPmYk

k XY1( / )k kP X D k Y

,A B

[ ( )]/[ ( )]m u m m u mn P Y Y Y P P

1k

2

1( / / )k MN m m

d. Spring Stiffness

The final spring stiffness is determined by multiplying the stiffness per unit area calculated above by the area.

u uP P A m mP P A k kP P A

Where,


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Where, : Pile diameter : Coefficient of earth pressure at rest

: Unit weight of soil : Depth below soil surface

: Internal friction angle

The Stiffness of Linear Elastic (Vertical) Springs for the Soils adjacent to Piles

The direction of the linear elastic vertical springs for the soils adjacent to piles should be perpendicular

to the ground (GCS '-'Z direction). Even though the piles are not perpendicular to the ground, the Z-

direction (Node Local Axis) of the nodes for Piles should coincide with the GCS Z-direction.

tan 0 tanK D K

tan (1 sin ) tanK D X

D 0K

X

For Sand

For Clay


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P

δ

7. Addition of Multi-Linear type Elastic Link

Multi-linear type elastic link has been newly added. This feature is extremely useful when we

model bilinear springs between bridge decks and rails to evaluate axial forces in the rails

considering nonlinear behavior of ballast due to a temperature and braking load.

Model > Boundaries > Elastic Link


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8. Nonlinear Point Spring Supports for Construction Stage Analysis

Nonlinear Point Spring Supports can now be considered

in the Construction Stage Analysis.

Point spring supports can be applied to simulate elastic

bearing pads when analyzing bridge structures.

The following types of Nonlinear springs can be

considered in the construction stage analysis.

- Compression only spring

- Tension only spring

- Multi-Linear spring

Model > Boundaries> Point Spring Supports

9. Accidental Eccentricity consideration for Response Spectrum Analysis

in Basement Floors

Accidental Eccentricity for Response Spectrum

Analysis in basement floors can be considered

by checking on the “Consider Eccentricity below

G.L” option. This option is checked on as

default.

Load > Response Spectrum Analysis Data> Response Spectrum Load Cases


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10. Considering Mass Participation Factors for Rotational Directions

Mass participation factors for all the rotational directions can be calculated regardless of the

“Floor Diaphragm.” In the old version, mass participation factors for transfer directions were

only considered when the “Floor Diaphragm” was not assigned.

Results > Vibration Mode Shape

Results > Result Tables > Vibration Mode Shape


Vibration Mode Shape

Vibration Mode Shape Table


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11. Transfer reactions of slave nodes to the master node

Analysis > Main Control Data

[Checked off - When reactions of slave nodes are not transferred to the master node]

[Checked on - When reactions of slave nodes aretransferred to the master node]

In the old version, reactions were produced at the master node only when rigid links were

assigned. In Gen 2010, the user can select if reactions of slave nodes will be transferred to the

master node or not.

When this option is checked on, reactions of slave nodes are plotted as zero and the total

reactions including reactions of slave nodes are plotted in the Summation field of the

Reactions Table. When this option is checked off, reactions of slave nodes are plotted in the

reaction field of the corresponding slave node.


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12. Improvements in Buckling Analysis Control dialog box

Sturm Sequence Check option for detecting any missed buckling load factor and Load Factor

Range option for setting the range of the buckling load factor have been newly added.

midas Gen considered Lateral-Torsional Buckling mode in any case. The Frame Geometric

Stiffness Option has been newly implemented to ignore the Lateral-Torsional Buckling effect in

Buckling Analysis.

Analysis > Buckling Analysis Control

[Message window]

[Buckling mode shape]

[Buckling mode shape table]

1st 2nd 3rd


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13. Improvements on the Eigenvalue analysis

considering the maximum number of frequencies

When the Number of Frequencies exceeds the maximum number of eigenvalues for a

corresponding structure, the program automatically updates the number of frequencies. In the

old version, an error message was displayed and the analysis was terminated.


Analysis > Eigenvalue Analysis Control


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14. Enhanced pushover hinge properties of FEMA type

In the old version, M/MY at the point D and E must have the same value. In Gen 2010,

different values can be defined. This is applicable when the Interaction Type is “None” and the

Input Method is “User Input.”

This function is implemented to support the integration between SERCB win and midas Gen.

Design > Pushover analysis > Define Pushover Hinge Properties

[Pushover analysis result in Gen]

[SERCB win]


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15. Buckling load consideration in the Pushover Yield Surface

In the pushover PMM hinge

properties, buckling load can be

considered in calculating yield

strength by checking on the “Calc.

Yield Surface of Beam considering

Buckling” option.

Design > Pushover > Pushover Global Control

16. Improvements in Inelastic Hinge Properties of SRC Beam member

Inelastic hinge can be now defined for SRC(encased) beam members. In the old version,

inelastic hinge cannot be assigned to SRC(encased) beam elements.

Model > Properties > Inelastic Hinge Properties


List of Detailed Enhancements in Design part

(1) Addition of Capacity Design as per NTC2008 and Eurocode8-1:2004

(2) Addition of Slab/Wall Design as per Eurocode2-1-1:2004

(3) Improvements in Rebar Input Dialog box

(4) Update rebar by members

(5) Addition of new rebar DB UNI standard

(6) Improvements in calculating effective length in the steel structure according to the Chinese specification

(7) Addition of torsional design of RC beam as per TWN-USD92

(8) Addition of steel code checking as per IS:800-2007

(9) Auto-generation of load combination as per KBC 2009

(10) Addition of SRC Code Checking as per JGJ318-01

Gen 2010 Design Enhancements Gen 2010 (v1.1) Release Note

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1. Addition of Capacity Design as per NTC2008 and Eurocode8-1:2004

Capacity design provisions are required to

obtain the hierarchy of resistance of the

various structural components necessary for

ensuring the intended configuration of plastic

hinges and for avoiding brittle failure modes.

In frame buildings, when including frame-

equivalent systems, with two or more stories,

the following condition should be satisfied at

all joints of primary or secondary seismic

beams with primary seismic columns:

Gen 2010 provides automatic capacity design

to satisfy the specified ductility classes (DCM

and DCH for Eurocode8, CD “B” and CD “A” for

NTC2008).

Design > Concrete Design Parameter > Design Code

Design > RC Strong-Column Weak-Beam Design > Ductile Design/Ductile Checking

Design > Concrete Code Design > Beam Design / Column Design / Wall Design

(1) Define design code:

(2-1)Perform Design :

Rc RbM 1.3 M


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Where, MRb: Beam moment resistance

MRc: Column moment resistance (calculated using same axial force ratio in PM interaction curve)

Mce: Bending moment of column due to seismic load case

Beam and Column Design forces for DCM & DCH as per Eurocode8-1:2004

γRd: Factor accounting for overstrength

Capacity design values of shear forces on beams

Capacity design shear force in columns


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Wall Design forces for DCM & DCH as per Eurocode8-1:2004


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Beam and Column Design forces for DCM & DCH as per NTC2008

Capacity design values of shear forces on beams

Capacity design shear force in columnsWhere, MRb: Beam moment resistance

MRc: Column moment resistance(calculated using same axial force ratio in PM interaction curve)

Mce: Bending moment of column due to seismic load case

γRd: Factor accounting for overstrength


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Wall Design forces for DCM & DCH as per NTC2008

l cr w wa h max l , h / 6

Fig. 5.3: Design envelope for bending moments in slender walls Fig. 5.4: Design envelope of the shear forces in the walls of a dual system

Wall systems Dual systems

For all types of walls, dynamic

component of the wall axial force may be

taken as being 50% of the axial force in

the wall due to the gravity loads present

in the seismic design situation. This

force shall be taken to have a plus or

a minus sign, whichever is most

unfavorable.


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Detailed Report

Graphic Report

Design Result Dialog box

Design Results

The automatic design results are based on the maximum negative/positive moments and

shear forces calculated at the positions (I,1/4,1/2,3/4 & J) of each member in accordance with

the load combinations for concrete design. Detailed calculation can be verified in the graphic

report and the detailed report.


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2. Addition of Slab/Wall design as per Eurocode2-1-1:2004

Slab and wall design for meshed plate elements has been newly implemented as per

Eurocode2-1-1:2004. Slab Flexural design & checking, Slab punching shear checking, and Wall

design & checking features are available.

Text Output Two-way Shear Check (Punching Shear Check)

Design > Meshed Slab/Wall Design > Slab Flexural Design

Slab Shear Checking

Slab Flexural design : Required rebar area Rebar type and Spacing

Slab Serviceability Checking

Wall Design


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Design > Meshed Slab/Wall Design > Slab/Wall Load Combination

Design > Meshed Slab/Wall Design > Design Criteria for Rebar

Load combination for slab and wall design

Load combination for slab and wall design

can be chosen in the dialog box shown on

the right. All of the load combinations

generated in the Load Combination dialog

box of the Slab Design tab (Results >

Combinations) are displayed here. This

function is useful when the engineer needs

to apply some of the load combinations

such as the gravity load for slab design.

All of the load combinations are checked on

as default.

Specify reinforcement data for slab and wall design

Enter the standard sizes

of rebars, spacing, and

concrete cover

dimension in the design

of slab, mat foundation,

and wall members.

Cover dimension for

slab can be specified

differently for top and

bottom rebars.


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Flexural design

Flexural design results for slab elements are

provided in contour, detailed report, and

design force table.

The following results are provided from

flexural design:

Rebar spacing and diameter

Required rebar area

Required rebar ratio

Resistance ratio

Wood Armer Moment

Wood-Armer moment: midas Gen provides design forces in the reinforcement directions for

skew reinforcement based on the Wood-Armer formula.

From the analysis results, the following plate forces about the local axis are calculated:

•mxx

•myy

•mxy

In order to calculate the design forces in thereinforcement direction, angle α and φ will be takenas shown in the figure on the right.

Wherex, y: local axis of plate element1, 2: reinforcement directionα: angle between local X-direction and reinforcement direction 1φ: angle between reinforcement direction 1 and reinforcement direction 2


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Firstly, internal forces (mxx, myy, and mxy) are transformed into the a-b coordinate system.

Then, Wood-Armer moments are calculated as follows:


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Design Result

Detailed calculation results are provided in the

detailed report.

Design Force

Wood Armer moments are provided for a

specified load case/combination in a spread

sheet format. When All Combination is

selected, the most unfavorable Wood-Armer

moments are displayed with the corresponding

load combination for each plate element.

Update Rebar

Reinforcement resulting from flexural design are

automatically updated.


Flexural design report, table, and update rebar

Detailed report

Meshed Slab Design Force table Update Rebar


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Slab Rebars for Checking

Rebar for slab and wall checking can be assigned and replaced in this dialog box. Rebar

direction is specified in the Sub-domain dialog box.

Design > Meshed Slab/Wall Design > Slab/Wall Rebars for Checking


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For practical design, smooth moment distributions

are preferred. By selecting the smoothing option,

the program can consider the smooth moment in

slab design.

Smoothing

Element: Design results are displayed using the internal

forces calculated at each node of elements. (no smoothing)

Avg. Nodal: Design results are displayed using the average

internal nodal forces of the contiguous elements sharing

the common nodes.

(Example) Design force for Node. EN21In one plate element, 4 internal forces exist. For the elementE2, member forces exist at the node EN21, EN22, EN23, andEN24. The following equations show how the smoothingoption works for the node EN21. (Assume that rebardirection is selected as Angle 2 for Width smoothingdirection.)(1) Element + Element: EN21(2) Avg. Nodal +Element: (EN12+EN21+EN33+EN44)/4(3) Element + Width 2m: (EN11+EN12+EN21+EN22)/4

Element: Design results are produced for moments at each

node of slab elements. (no smoothing)

Width: Design results of slab elements at each node is

produced using the average of the bending moments of the

contiguous slab elements with the specified width.

Avg. Nodal of EN33 =(EN12+EN21+EN33+EN44)/4

Width 2m of EN33 =(EN33+EN34+EN43+EN44)/4

2m

Average Nodal and Width smoothing

2m1

2

EN73

EN72

EN83

EN82

(4) Avg. Nodal + Width 2m: {(EN11+EN34+EN72+EN83)/4 + (EN12+EN21+EN33+EN44)/4+ (EN22+ EN43+ EN51+EN64)/4 }/3



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One-Way Flexural Design

Produce the slab design results of the floor slab

elements along a cutting line. In one-way flexural

design, Wood-Armer moments perpendicular to the

cutting line are applied.

Rebar dimension with spacing, required rebar area,

required rebar ratio, and resistance ratio are

displayed in contours.


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Slab Shear Design

Produce the punching shear check results at the

critical perimeter of slab supports or the loaded

points of concentrated loads and the one-way shear

check results along the user-defined Shear Check

Lines.

Punching shear calculation

Maximum shear stress calculation

Case 1. vEd : plate stress from analysis

Shear stress for each side

Design > Meshed Slab/Wall Design > Slab Shear Checking

Shear stress average by Element

average by Side

Detailed report

Shear stress at the critical perimeter

V_Ed < V_Rd,c : section is safe in punching shear

V_Ed > V_Rd,c : provide shear reinforcement.

Asw/sr = (v_Ed-0.75*v_Rd_c)*(u1*d) / (1.5*d*fywd_ef)


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Ed

Ed

i

Vv

u dCase 2.

In this case, the program takes the axial force in the column supporting the slab as the shear force (V_Ed). The basic control perimeter (u1) is taken at a distance 2d from the column face as shown in the diagram below:

The maximum shear force is calculated by multiplying V_Ed with shear enhancement factor β. The value of β is different for different columns (as given in the code).

Internal rectangular Column Uniaxial

bending

Internal rectangular Column biaxial bending

Rectangular Edge Column: axis of bending

parallel to slab edge, eccentricity is

towards interior.

Rectangular Edge Column: axis of bending

parallel to slab edge, eccentricity is

towards exterior.

Rectangular Edge Column: bending about

both the axes, eccentricity

perpendicular to slab edge is

towards interior. k = determined from Table 6.1 with the ratio

‘c1/c2’ replaced by ‘c1/2c2’

Rectangular Edge Column: bending about

both the axes, eccentricity

perpendicular to slab edge is

towards exterior.

Rectangular Corner Column, eccentricity is

towards interior

Rectangular Corner Column, eccentricity is

towards exterior

Interior Circular column

Circular edge or corner column No information in the code.


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Slab Serviceability Checking

Design > Meshed Slab/Wall Design > Slab Serviceability Checking

Stress Checking

Both compressive stress in concrete and tensile stress

in reinforcement is checked with the stress limitation

specified in the Serviceability Parameters dialog box.

When plate force exceeds cracked moment, the

program can automatically consider the cracked

section in stress checking.

Crack Control

Crack width, minimum rebar area to control the crack,

maximum bar spacing, and maximum bar diameter for

crack can be checked in the contour as well as the

detailed report.

Deflection

Deflection for un-cracked section can be calculated

considering long-term deflection due to creep.

Deflection for cracked section can be provided in the

upcoming version.

Stress Checking

Crack Control

Deflection

Design > Meshed Slab/Wall Design > Serviceability Parameters


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Wall Design Design > Meshed Slab/Wall Design > Wall DesignWall design results are provided in contour, detailed

report, and design force table. Also, concrete stress

(σcd) can be checked with νfcd.

The following results are provided from wall design:

Rebar spacing and diameter

Required rebar area & Required rebar ratio

Resistance ratio

Meshed Wall Design Force table Detailed report


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3. Improvements in Rebar Input Dialog Box

The rebar input dialog box has been improved for better usability. Main rebar and stirrup for i-

end, middle, and j-end can be simply assigned and modified in the dialog box. Assigned rebar

data is displayed in works tree. Rebar can be assigned by drag & drop method from the tree

menu.

Design > Concrete Design Parameter > Modify Beam/Column/Brace/Wall Rebar Data

Dra

g&

Dro

p


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4. Update rebar by members

Automatic rebar assignment by members from design results is now available. In the old

version, automatic rebar input is done by properties only.

In Gen 2010, depending on the sorting method, Update Rebar is applied differently.

Design > Concrete Code Design > Beam/Column/Brace/Wall Design

Sorted by Member Sorted by Property

By Updating Rebar, different designresults by members are applied.

By updating Rebar, the most unfavorabledesign results are applied for memberswhich have the same group.


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5. Addition of new rebar DB UNI standard (Italian Organization for Standardization)

New rebar DB, B450C, is added based

on UNI Standard (Italian Organization

for Standardization).

Design > Concrete Design Parameter > Modify Concrete Materials

6. Improvements in calculating effective length in the steel structure

Improvements in calculating effective length in the steel structure according to the Chinese

specification

Design > General Design Parameter > Unbraced Length

Old version

A. Braced frame

B. Unbraced frame

Gen 2010

A. Braced frame

B. Unbraced frame


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7. Addition of torsional design of RC beam as per TWN-USD92

Torsional design as per TWN-USD92 has been newly added.

Torsional design results can be exported to DShop.

The user can specify Torsion reduction factor in the Concrete Design Code dialog box.

Design > Concrete Design Parameter > Design Code (TWN-USD92)

Design > Concrete Code Design > Beam Design

Design > Concrete Code Design > Beam Checking


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8. Addition of steel code checking as per IS:800-2007

Steel code checking and auto-generation of load combination as per IS800-2007 has been

newly implemented.

Design > Steel Design Parameter > Design Code

Design > General Design Parameter > Unbraced Length(L,Lb)

Design > General Design Parameter > Limiting Slenderness Ratio

Design > General Design Parameter > Equivalent Uniform Moment Factor (Cm)

Design > Steel Design Parameter > Partial Safety Factor

Design > Steel Design Parameter > Equivalent Moment Factor (CmLT)


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9. Auto-generation of load combination as per KBC 2009

Auto-generation of load combination as

per KCI-USD07 has been newly updated to

KBC-USD08.

Results > Combinations

10. Addition of SRC Code Checking as per JGJ318-01

SRC Code Checking as per JGJ318-01 (Chinese standard) has been newly added.

For performing SRC code checking, concrete strength cannot be less than 30MPa(C30).

Design > SRC Design Parameter > Design Code

Design > SRC Code Check > Column Checking

SRC Design Code Dialog Box

SRC Section Dialog

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