integrated design system for building and general...

Gen 2011 (v1.1) Release NoteIntegrated Design System for Building and General Structures

Enhancements

1. Addition of Header and Footer in Dynamic Report

2. Midas Link for Revit Structure 2011

3. Plate Member Data in the Model Data Text Output

and much more…

Pre/Post Processing

Analysis

New module

1. Pushover analysis enhancement

1) Lateral load pattern as per N2 method

2) Target displacements as per NTC 2008

3) Safety Verification as per NTC 2008

4) Enhanced Safety verification Table

2. Damping Ratios by Material Properties

3. Considering Consistent Mass in Time History Analysis

and much more…

1. General Section Designer

16

3

22

Design

1. Enhancement in Strong Column-Weak Beam Design as per TWN-USD92

41

1. General Section Designer

New Module

Gen 2011 New module (GSD)

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Gen 2011 (v1.1) Release Note

General Section Check or GSD is a new module added to midas Civil/Gen.

Scope of GSD: Definition of any irregular cross-section

Calculation of Section properties

Generation of P-M, P-My-Mz, M-M interaction curves

Calculation of Section Capacity (in flexure) and Safety Ratio based on member forces.

Generation of Moment-Curvature curve.

Plot of Stress contours for all the cross-sections.

All the above features are supported for: RC sections, Steel sections and Composite sections.

1. General Section Designer (GSD)

Stress ContourWork process

Moment- Curvature3D PM Interaction curve


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User Interface

• GSD can be called from midas Gen by Tools > General Section Designer.

• In one model file, more than one section can be created and saved under different names.

• All the sections are listed in the Works Tree.

• Double click the section name in the Works Tree to show the section in the section view .

Toolbar

Coordinates

Main menu Works Tree

Message Window Unit ControlTable Window

Section View


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Work Process

Step 1. Define material

• Materials : RC, Steel.

• Applied Codes: Eurocode, UNI, British Standard, ASTM, Indian Standard, etc.

• Nonlinear material properties can also be assigned to concrete, structural steel and rebar

materials.


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Work Process

Step 1. Define material

• Nonlinear Material Properties

Kent & Park ModelParabolic Stress-strain Curve

• Concrete nonlinear properties

• Steel nonlinear properties

Menegotto-Pinto Model Asymmetrical Bi-linear Curve


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Work Process

Step 2. Define cross-section

– Basic shape section by selecting a section from the DB of the standard sections for a

country

– Any irregular cross-section by specifying the shape in the Section View or entering

coordinates into a table

General type shape

Model > Shape > Basic Shape


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Work Process

Step 2. Define cross-section

– Merging two shapes

– Creating hollow sections

Copy Shapes

Creating Hollow Section

Merged Shapes

Model > Shape > Merge Shape


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Work Process

Step 3.1 Select Rebar Material

• The following stress-strain curves can be assigned to rebars.

– Elastic-Only

– Bilinear Model

– Menegotto-Pinto Model

– Park Strain Hardening

Menegotto-Pinto ModelPark Strain Hardening

Model > Rebar > Rebar Material

Bilinear Model


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Work Process

Step 3.2 Add Rebars: Various patterns are available for assigning the rebars to a section.

– Point pattern : Add rebar at a single point.

– Line Pattern : Add rebars in a line.

– Arc Pattern : Add rebars in a circular arc patterns.

– Rectangular Pattern : Add rebars in a rectangular pattern.

– Perimeter pattern : Add rebars around the outer perimeter of the section by

specifying the concrete cover and number of rebars.

Model > Rebar > Rebar-Point Pattern…


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Work Process

Step 4. Define Load Combinations and member forces

Sign Convention:

• Clockwise moment about the y and z axes are taken as positive. Anti-clockwise moments

are taken as negative. P is taken as positive towards ‘+z’ axis.

Step 5. Cross-section Properties:

• Apart from general section properties, Principal Properties, Section Modulus & Plastic

properties are also calculated.

Model > Define Load Combination

Model > Section Property


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Work Process

Step 6.1 Check Results: Interaction Curves

Result > Interaction curve

P-M interaction curve for a specified angle

P-M interaction curve for a Load Combination


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Work Process

Step 6.1 Check Results: Interaction Curves

Result > Interaction curve

M-M interaction curve for a Load combination

3 D interaction surface showing all the load combination


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Work Process

Step 6.2 Check Results: Moment-curvature curve

Step 6.3 Check Result: Stress Contour

Result > Moment Curvature Curve

Moment-curvature curve

Stress contours

Move mouse pointer onthe curve to see thestrain diagram at aparticular point.

Result > Stress Contour




4. Easy access to the Time History Result Tables

5. Warning Message for the Changes in the Story Data

List of Detailed Enhancements in Pre & Post Processing

Gen 2011 Pre & Post-processing Gen 2011 (v1.1) Release Note

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1. Fill out the Project Information in the File tab.

2. Open the Dynamic Report and double click Header and Footer in the Report Tree.

3. Select the items to add or remove in the header or footer field by clicking arrow buttons.

4. Use up and down arrows to arrange the order of header and footer items.

5. Click OK button to confirm.


In the dynamic report, we can add the project Information in the header and footer of MS

Word. Project Information includes Project Name, Revision, User Name, E-mail, Address,

Telephone, Fax, Client, Title, File Name, Created, Directory, Modified, and File Size.

Procedure of Header and Footer Generation

Tools > Dynamic Report Generator


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1. Send the Revit Structure analytical model to midas Gen

2. Import the MGT file of the Revit model in midas Gen

3. Export the midas model file to the MGT file

4. Update the Revit Structure model from midas Gen


Midas Link for Revit Structure 2011 is now available to transfer a Revit model data to midas

Gen, and delivery back to Revit model files. It is provided as an Add-In module in Revit

Structure and midas Gen text file(*.mgt) is used for the roundtrip.

Midas Link for Revit Structure supports the following workflows



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• Now ‘Plate Member Data’ can viewed in the Model Data Text Output.

File > Model Data Text Output > Plate Member Data


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5. Easy Access to the Time History Result Tables

• Time History Result Tables have been added to the Context Menu for improved

accessibility.

Context Menu > Time History Results > Inelastic Hinge Table / Time History Analysis Table

Disp./Vel./Accel. Table

Beam Force Table


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6. Warning Message for the Changes in the Story Data

• A warning message is displayed notifying that the number of stories being considered is

not in agreement with the generated data.

Model > Building > Story

• After Story Data generation

when a node is moved (the node where a story is assigned is edited)

when a story is added

when a story is divided

• The following message will be displayed when executing Perform Analysis








4. Improvement in Group Damping

5. Considering Static Load Case for the Initial Loading in

Time History Analysis

6. Considering the Construction Stage Load for Initial

Loading in Pushover Analysis

7. Option for cumulating reactions and displacements

due to initial loads in Pushover Analysis

8. Considering Boundary Change Assignment Function

in Pushover Analysis

9. Option for Considering the Shear Failure in Pushover

Analysis

10. Improvement in Pushover Hinge Properties with SRC

Sections

11. Addition of Ramberg-Osgood and Hardin-Drnevich

Models in Inelastic Hinge Property

List of Detailed Enhancements in Analysis

Gen 2011 Analysis

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• The N2 method implements a new load pattern Normalized Mode Shape * Mass for

Pushover analysis.


Design > Pushover Analysis > Pushover Load Case


Gen 2011 Analysis

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• Eigenvalue analysis is performed to obtain the mode shape for pushover analysis on a

structure. In midas Gen, the mode shapes are normalized in such way that Φn=1, where n is

the user defined master node , generally at the roof level.

• Pushover analysis is complete when the displacement of the master node reaches the

specified maximum displacement. The lateral loads are applied at the centre of mass of each

storey and the lateral load pattern is obtained by the normalized Ф values of centre of mass.

• The mode shape values of a structure, at the center of mass, are specified in the table along

with the normalized values.

.87

.65

.54

.21

.74

.63

.24

1

Model Mode Shape Normalized Mode Shape

StoryMode Shape

ФNormalized Mode Shape Ф

Roof .87 1

3F .65 .74

2F .54 .63

1F .21 .24

Normalization of Mode Shape

User-Defined Master Node

Normalization of mode shape

1F

2F

3F

Roof

Gen 2011 Analysis

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Lateral Load Pattern

• In order to generate pushover curves, lateral load patterns are required. If floor

diaphragms are assigned, lateral loads are applied at the center of mass per story. If floor

diaphragms are not assigned, lateral loads are applied at the location of the masses in the

model automatically.

• The pushover load is applied up to the point when the displacement of master node

reaches the maximum displacement.

• The lateral load patterns are obtained by normalized mode shape and Story mass factor.

Model

m4 = 400

.74

.63

.24

1

Normalized Mode Shape

1

.55

.31

.06

Load Pattern

Story Story MassNormalized Mod

e Shape, ФCalculation Load Factor

Roof 400 1 (1X400)/(1X400) 1

3F 300 .74 (.74X300)/(1X400) .55

2F 200 .63 (.63X200)/(1X400) .31

1F 100 .24 (.24X100)/(1X400) .06

Lateral Load Pattern

m3 = 300

m2 = 200

m1 = 100 1F

2F

3F

Roof

Gen 2011 Analysis

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Gamma Calculation

• Transformation factor Gamma is calculated based on the following two methods:

o 2D Behavior (EC8-1:2004 Annex B)

o 3D Behavior

• 2D Behavior is based on EC8 -1 :2004 Annex B and determines the value of gamma by only

considering the direction in which pushover analysis is performed . Hence the value of

gamma is :

• 3D Behavior determines the gamma by considering lateral deflection in all the possible

directions :

Design > Pushover Analysis > Pushover Curve


Gen 2011 Analysis

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• Target displacements are defined as the seismic demand derived from the elastic response

spectrum in terms of the displacement of an equivalent SDOF system. Target displacements

for the limit states SLO, SLD, SLC and SLV are automatically calculated as per NTC2008.

Different spectrums can be assigned to different limit states for determining the demand.


Select spectrum for different limit states

Target displacements and corresponding pushover steps


Target displacements and corresponding pushover stepsMethod of Gamma Calculation


Target displacements and corresponding pushover steps


Target displacements and corresponding pushover stepsMethod of Gamma Calculation

Gen 2011 Analysis

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• The interstory drift demands from pushover analysis should not exceed the corresponding

capacities. Global verification is performed for the limit states SLO and SLD.

• Interstory drift limit values are:

- SLD: 0.005h, SLO: 0.005h x 2/3, where h is the story height.

• The interstory drift demands are represented by target displacements for SLD and SLO. The

capacities for SLD and SLO are determined by the roof displacements when maximum

interstory drift is equal to its limit values, 0.005h and 0.005h x 2/3, respectively.


Global verification ( = Limitation of interstory drift)

Demand and capacity table

Gen 2011 Analysis

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The local ductility and deformation demands from pushover analysis should not exceed the

corresponding capacities which implies that brittle elements should remain in the elastic

region. Local verification is performed for the limit states SLD, SLV and SLC. The capacities are

determined as shown in the table below. The demand (rotation or shear force) for a member is

obtained from the pushover step which is nearest to the target displacement for the

corresponding limit states.

Demand and capacity table

Local verification

Design > Pushover Analysis > Pushover Hinge Result Table > Safety Verification Table

Gen 2011 Analysis

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• Capacity values for different limit states can be viewed with user defined steps.

Design > Pushover Analysis > Pushover Hinge Result Table > Safety Verification Table

Capacity values

Gen 2011 Analysis

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• An option considering different damping ratios for different materials has been added in

the Material Data for time history analysis and response spectrum analysis.

• In order to apply the damping ratio specified in the Material Data, following damping

method needs to be selected in the Time History Load Cases.

Response Spectrum Analysis : Strain Energy Proportional

Time History Analysis: Element Mass & Stiffness Proportional or Strain Energy Damping

Model > Properties > Material > Add > Damping Ratio

Load > Time History Analysis Data > Time History Load Cases

Default value of damping ratio by material types

- Steel : 0.02 (2%)- Concrete / SRC : 0.05 (5%)- USER : 0.00 (0%)

Gen 2011 Analysis

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• Now Consistent Mass and Off-diagonal Masses option of Lumped Mass can be

considered during the linear and nonlinear time history analysis. In the previous

versions, ‘Lumped Mass’ could be applied only when selecting the ‘Off-diagonal Masses’

option in the time history analysis.

• If the Consistent Mass or Off-diagonal Mass option is used, Lanczos method should be

used for Eigenvalue Analysis.

Model > Structure Type

Consistent Mass

Mass Offset (Off-diagonal Masses)

Gen 2011 Analysis

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4. Improvement in Group Damping

• Group Damping dialog box has been divided into ‘Element Mass & Stiffness

Proportional…’ and ‘Strain Energy Proportional…’.

• Now Mass Coefficient (alpha) can be considered. Coefficients for mass and stiffness

(alpha and beta) are automatically calculated.

Model > Properties > Group Damping : Element Mass & Stiffness Proportional

Model > Properties > Group Damping : Strain Energy Propotional

Element Mass & Stiffness Proportional

Strain Energy Proportional

Gen 2011 Analysis

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5. Considering Static Load Case for the Initial Loading in Time History Analysis

• Now Static Analysis Result ‘Import (ST)’ can be considered as an initial load.

• In the previous versions, the axial force due to ‘ST’ initial load was not reflected when

determining yielding of the hinge. In the new version, the axial force due to ‘ST’ initial load is

reflected when calculating the yield strength of moment component.

• When ‘Increment Method>Load Control’ is used, ‘Time History Load Cases>Scale Factor’ is now

reflected.

Load > Time History Analysis Data > Time History Load Cases

Gen 2011 Analysis

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6. Considering the Construction Stage Load for Initial Loading in Pushover Analysis

• Final stage member forces from construction stage analysis can be used as initial loads

for the pushover analysis.

Pushover Analysis > Pushover Analysis Control

Gen 2011 Analysis

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7. Option for cumulating reactions and displacements due to initial loads

in Pushover Analysis

• In the previous versions, reactions due to initial loads were cumulative whereas

displacements due to initial loads were not cumulative.

• Now the user can choose whether to cumulate reactions/displacements due to initial

loads or not.

Design > Pushover Analysis > Pushover Analysis > Pushover Load Cases

• When the initial load filed is displayed as

‘Import ST/CS Result’, this option is not

available.

Note that the results from the new version

may not be the same as that from the

previous version of midas Gen because of

this option.

• In the previous versions, the results due to

initial loads were

For Reaction/Story shear: cumulative

For Displacement: not cumulative

Gen 2011 Analysis

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8. Considering Boundary Change Assignment Function in Pushover Analysis

• This function can be applied to the following condition:

- When the boundary condition of the initial loading is different from that of the pushover loading

- When the section stiffness scale factor assigned for the initial loading is different from that of the

pushover loading

Analysis > Boundary Change Assignment to Load Cases/Analyses

Gen 2011 Analysis

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9. Option for Considering the Shear Failure in Pushover Analysis

• New option for considering the shear component failure has been newly added. When the

option is selected, the analysis will be automatically terminated if the shear hinge occurs in the

selected member type.

Design > Pushover Analysis > Pushover Global Control

Gen 2011 Analysis

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10. Improvement in Pushover Hinge Properties with SRC Sections

• Pushover hinge properties can be calculated automatically for the following SRC sections: Rect-

Cross I / Rect –Combined T / SRC-BOX-Stiffener / SRC-Pipe-Stiffener

Design > Pushover Analysis > Define Hinge Properties

Gen 2011 Analysis

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11. Addition of Ramberg-Osgood and Hardin-Drnevich Models in Inelastic Hinge Property

• Inelastic Hinge Properties can be defined with the Ramberg-Osgood and Hardin-

Drnevich models and applied for inelastic time history analysis for soil.

Model > Properties > Inelastic Hinge Properties

Ramberg-Osgood, Hardin-Drnevich Hysteresis Curve


List of Detailed Enhancements in Design

Gen 2011 Design

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• A new option for Strong Column-Weak Beam design has been added.

• In the previous version, beam design strength (ΦbMnb) calculated the design flexural

member force in column. In the new version, the design strength (ΦbMnb) or the

nominal strength (ΦbMnb) can be considered.

Design > RC Strong Column Weak Beam Design > Ductile Design

Design > RC Strong Column Weak Beam Design > Strong Column Weak Beam Ratio

Design > RC Strong Column Weak Beam Design > Strong Column Weak Beam Ratio Table

Gen 2011 Design

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Ductile Design

When Design Strength is selected When Nominal Strength is selected

Strong Column Weak Beam Ratio

Design > RC Strong Column Weak Beam Design > Ductile Design

Concrete Code Design > Beam Design, Column Design

Concrete Code Check > Beam Checking, Column Checking

Design > RC Strong Column Weak Beam Design > Strong Column Weak Beam Ratio

When Design Strength is selected When Nominal Strength is selected

Enhancements

(1) Dynamic Report Generation

(2) Revit Structure 2010 Interface

and much more…

Pre/Post Processing

Analysis

Design

(1) Analysis Stop Option in the Pushover Analysis

(2) Improved Pushover Analysis Results

and much more…

(1) Deflection Check considering Cracked Section

(2) Limiting Rebar Ratio

(3) Limiting Minimum Section Size

and much more…

3

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21

(1) Dynamic Report Generation

(2) Revit Structure 2010 Interface

(3) Pressure Type of Beam Loads

(4) Improved Eccentricity Option in the Element Beam Load and Line Beam Load

(5) Improved India Standard Section DB

(6) Changes in the Default Values of Stiffness Scale Factor in the Composite Section for Construction Stage

(7) Addition of Dimension Import


Gen 2010 Pre/Post Processing Enhancements Gen 2010 (v2.1) Release Note

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• Word format reports can automatically be generated for selected input & output data (figures, tables, graphs, and text).

• Using “Dynamic Report Regenerator” function, changes of a model file are automatically updated in the report.

• User defined report format can be used and saved.

1. Dynamic Report Generation


1

Tools > Dynamic Report Image

Tools > Dynamic Report Auto Generation

Drag & Drop


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Step 1. Open a midas Gen model file.

Step 2. Register contents (images, tables, text summary…) to be entered in the report.

Registered contents are displayed in the Report Tree.

Step 3. Open a new report.

Step 4. Insert the contents by Drag & Drop from the Report Tree.

Step 5. Modify the report file in the Report Editor and save it in MS word format.

Procedure for Dynamic Report Generation

Register the desired data

Insert contents by Drag & Drop

Open a new report Report Tree


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Procedure for Auto Regeneration

If there are any changes in the model file, we can automatically update the pre-generated report. If the user manually entered additional text or images into the report, those data will remain.

Step 1. Select Tools > Dynamic Report Image from the Main Menu, or click icon to open the Auto Regeneration List dialog box.

Step 2. All the entered data will be displayed in each tab by data formats. Select the desired data to be updated.

Step 3. Click [Regenerate] button.

Open the pre-generated report

Select the desired contents to be updated


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Using Midas Link for Revit Structure, direct data transfer between midas Gen and Revit

Structure 2010 is available for Building Information Modeling (BIM) workflow. Midas Link

for Revit Structure enables us to directly transfer a Revit model data to midas Gen, and

delivery back to the Revit model file. It is provided as an Add-In module in Revit Structure

and midas Gen text file (*.mgt) is used for the roundtrip.

Midas Link for Revit Structure supports the following workflows:

(1) Send the Revit Structure analytical model to midas Gen.

(2) Import the MGT file of the Revit model in midas Gen.

(3) Export the midas model file to the MGT file.

(4) Update the Revit Structure model from midas Gen

2. Revit Structure 2010 Interface


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Getting Started

The following exercise leads you through a sample scenario providing detailed instructions for each step in the process.

Step 2: Send Model to midas Gen

1. Click Tools menu > External Tools > Send Model to midas Gen2. 2. Click OK to send the project using the default.

The following table shows the Revit components that are sent to midas Gen.It also shows the corresponding MIDAS commands used in the MGT file.

Step 1: Prepare a Model

1. Using the structural template, build a simple structure that has4 beams, 4 columns, 4 boundary conditions, 1 point load, and 1line load with host, as shown.

2. Create a load combination; create a load combination usagecalled MIDAS_STEEL; set the load combination to this usage.

Revit Structure midas Gen MGT

Level STORY

Grid GRIDLINE

Wall ELEMENT (WALL), NODE

Frame Element (beam, brace) ELEMENT (BEAM) - multiple if split, NODE, FRAME-RLS

Column ELEMENT (BEAM) - multiple if split, NODE, FRAME-RLS

Footing CONSTRAINT – rigid

Boundary Condition (Point) CONSTRAINT, SPRING

Load Case STLDCASE

Load Combination(with usage name beginning with MIDAS_)

LOADCOMB

Point Load (on frame element or column ends) CONLOAD

Point Load (on frame element or column interior) BEAMLOAD (CONLOAD)

Line Load (on single frame element or column) LINELOAD, PRESSURE

Area Load (fully enclosed by frame elements or columns) FLOORLOAD

Rigid Link RIGIDLINK

Material MATERIAL

Section SECTION

Wall Thickness THICKNESS

3. Check for inconsistency by clicking Tools menu > Analytical Model > Analytical / PhysicalModel Consistency Checks. Make any adjustments if necessary.


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Step 3: Analyze and Revise Model in midas Gen

1. Start a new project in midas Gen, and import the MGT file of the Revit model. Note anywarnings and errors in the message window.

2. Import the MGT file again, it should import without error and display the structure.

3. Perform a structural analysis in order to be sure that the model is complete.

4. Add a horizontal brace to the model in section 1.

5. Reduce the size of the columns from W10x49 (section 8) to W10x33 (section 9).

6. Export the model using the same name as the imported MGT file.

Step 4: Update Model from midas Gen

1. In Revit Structure, click Tools menu > External Tools > Update Model from midas Gen

2. Verify that the paths in the dialog point to the right files, and click Update. Thesummary should report 1 added element and 4 section changes, and the structureshould now look like the following illustration.


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Send Model to midas Gen

1.In order to send the Revit Structure analytical model to midas Gen, click Add Ins >

External Tools > Send Model to MIDAS/Gen.

2.Click the first Browse button to select a path for the Revit model file. The paths for the

MIDAS model and the log file will default to the same name. If necessary, modify these

paths by clicking the corresponding Browse buttons.

(2)

(3)

(4)

3.Under the midas Gen Information group, select the units for length and force to be used

in midas Gen.

(5)

(6)

(7)


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4. Section DB File

SectionMap.smap file is a section transfer list file from Revit Structure to midas Gen. Theuser can directly add or modify SectionMap.smap file to specify section shapes and sizeimported in midas Gen.Section transfer data are written in the following formats:

Revit Family Name: Family Name used in Revit StructureRevit Type Name: Element type name used in Revit StructureGen Code Name: Section DB code which will be used in midas GenSection Shape: Section shape name which will be used in midas Gen (ex. H, L, C, T, P…)

Gen Section Name: Section name in the specified section DB code

Apply the current setting to SDB file

If an unidentified section exists in a Revit model, the following dialog box is displayed tospecify the section shape and size imported in midas Gen. When “Code” is selected inthe following dialog box, only “SB (Solid Box)” can be selected for Shape.If Apply the current setting to SDB file option is checked on, the setting will be saved inectionMap.smap so that the user do not need to specify them again.


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6. Select a default material DB. If the material data is not specified in the Material DBFile, default material will be applied in midas Gen.

7. Click Send to start writing the MIDAS model.When the writing is complete, a summary will be presented in a dialog. If the

summary indicates issues, further details are available by clicking View Log File.

5. Material DB FileMaterialMap.mmap file is a material transfer list file from Revit Structure to midas Gen.The user can directly add or modify MaterialMap.mmap to specify material propertiesimported in midas Gen.Section transfer data are written in the following formats:

Material Type: Material type used in Revit StructureMaterial Name: Material name used in Revit StructureStandard: Material standard which will be used in midas GenCode: Concrete design standard for considering the change of modulus of elasticity. Thisfield is required only when the Standard is specified as KS(01RC).DB Name: Material DB name which will be used in midas Gen


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Update Model from midas Gen

1.In order to update the Revit Structure model from midas Gen, click Add Ins > External

Tools > Update Model from MIDAS/Gen.

2.A dialog will pop up. If "Send Model to MIDAS/Gen" has been used during this session,

the paths for the files are automatically set to be the same. If necessary, click Browse to

change them.

3.Click Update to start updating the model.


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Applicable data for MIDAS Link for Revit Structure

Note

1) In order to export point loads, line loads, or area loads to midas Gen, those loads need to be separately entered for each element. For example, if weenter a line load to continuous beam (element no. 1 and 2), we need to enter the load to element no. 1 and 2 separately.

2) Area Load in Revit Structure is imported as Floor Load (Polygon-Length type) in midas Gen.

3) The name of Load Combination Usage specified in Revit Structure will determine the load combination tab in midas Gen. When the name of LoadCombination Usage is entered as Steel, Concrete, SRC or Footing, the combination shall be included in the Steel Design, Concrete Design, SRC Design orFooting Design tab of Load Combination dialog box in midas Gen. For the other names of Load Combination Usage, the corresponding loadcombinations will be included in General tab of Load Combination dialog box.

Category FeaturesRevit to

midas GenRemark

Material

Concrete v

Steel v

Pre Cast Concrete v

Wood N/A

Glass N/A

Ston N/A

Metal N/A

Section

Concrete v

Steel v

SRC N/A

Member

ColumnVertical Column v

Only solid rectangular section is applicable.Inclined Column v

Beam

Straight Beam v

Curved Beam N/A

Inclined Beam v

Wall

Straight Wall v

Curved Wall N/A

Inclined Wall N/A

Masonry Wall N/A

Wall Opening N/A

Brace v

Truss(Top chord, Bottom chord, and Web) v

Slab N/A

Foundation N/A

Boundary

Support(Hinge, Roller, Fixed) v

Beam End Release v

Section Offset N/A

Static Load

Self Weight N/A Load Nature Name : Dead

Dead Load v Load Nature Name : Dead

Live Load v Load Nature Name : Live

Wind Load v Load Nature Name : Wind

Seismic Load v Load Nature Name : Seismic

Temperature Load v Load Nature Name : Temperature

Snow Load v Load Nature Name : Snow

Accidental Load v Load Nature Name : Accidental

Live Load on the roof v Load Nature Name : Roof Live

Point Load , Hosted Point Load1) v

Line Load , Hosted Line Load1) v

Area Load 1), 2) v

Hosted Area Load 1) N/A

Load Combination

Load Combination 3) v


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What is Updated from midas Gen to Revit Structure

Here are the revisions that are detected and updated in the Revit model:

Sections

If assigned section is changed to a pre-defined section in the model, the corresponding

element in Revit will be updated accordingly.

If assigned section is changed to a new section in midas Gen, the corresponding elementin Revit will be assigned to a default section (arbitrary section which has a same materialtype in a model).

Delete Elements

If an element is deleted in midas Gen, the corresponding element in Revit will be deletedaccordingly.

Move Elements

If an element is moved in midas Gen, the corresponding frame element or column in Revitwill be moved accordingly.

Add Elements

If a beam element (solid box section only) is newly added, a corresponding element inRevit will be added accordingly.

Change Beta-Angle

If beta-angle in a beam element is changed, a corresponding element in Revit will beupdated accordingly.

Materials

If material data assigned to an element is modified, a corresponding element in Revit will

be assigned to a default material (arbitrary material existed in Revit).


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3. Pressure Type of Beam Loads

• “Uniform Pressure” and “Trapezoidal Pressure” type of Line Beam Loads and Element

Beam Loads have been implemented to consider the width of beam elements when

entering wind loads.

• This feature is useful to assign wind loads to the tapered girders (ex. longitudinal girders in

bridges).

Additional H to consider the additional height of the structures

which was not included in the modeling (ex. guard fence)

Assign a beam load as a pressure load considering the beam width

Loads > Element Beam Loads

Loads > Line Beam Loads

Uniform Pressure type Trapezoidal Pressure type


17 /31

4. Improved Eccentricity Option in the Element Beam Load and Line Beam Load

• Eccentricity can be entered by the following 2 methods: 1) from the centroid, and 2) from

the offset point.

• In the previous version, the eccentricity was entered only from the centroid. In case of the

tapered section, beam loads with eccentricity can be easily entered from the offset point.

Loads > Element Beam Loads

Loads > Line Beam Loads

Enter the eccentricity from Offset (nodal position)

for the tapered sections

Two methods to enter the eccentricity


18 /31

5. Improved India Standard section DB

• New sections (Box, Pipe, and Angle) have been implemented in IS, IS1161, and IS808

section DB.

Model > Properties > Section

Box Section SHS

Pipe Section NB

Box Section RHS

Angle Section Data


19 /31

6. Changes in the Default Values of Stiffness Scale Factor in the Composite Section for Construction Stage

• In the SRC type section dialog box, the default value of “Combined Ratio of Conc.” has been

changed from “0.8” to “1.0” in order to prevent user’s confusion.

• In the Composite Section for Construction Stage dialog box, the default values of “Stiffness

Scale Factor” have been changed from “0.8” to “1.0”.


Load > Construction Stage Analysis Data > Composite Section for Construction Stage


20 /31

7. Addition of Dimension Import

• Import dimension layers from AutoCAD DXF. Dimensions are displayed as guide lines on the

screen such as grid lines and it does not affect analysis results.

Model > Dimension

(1) Analysis Stop Option in the Pushover Analysis

(2) Improved Pushover Analysis Results

(3) Mander Model in the Inelastic Material Properties

(4) Improved MINEGOTTO-PINTO Steel Model


Gen 2010 Analysis Enhancements Gen 2010 (v2.1) Release Note

22 /31

1. Analysis Stop Option in the Pushover Analysis

Design > Pushover Analysis > Pushover Global Control

Results > Deformations > Deformed Shape

Design > Pushover Analysis > Pushover Hinge Result Table > Shear Yield Element

• Analysis Stop option in the Pushover Global Control: When a shear hinge occurs in the

selected member, the pushover analysis will be automatically terminated. In this case, the

analysis results can be examined up to the last pushover step.

• Element Yield Status display in the Deformed Shape: The yield status of components (Fx,

Fy & Fz, Mx, and My & Mz)by pushover analysis is produced. This option is useful in

verifying if a shear failure occurred in any element.

• Shear Yield Element table: The elements for which shear hinge occurred prior to the

moment hinges or axial hinges are plotted in a spreadsheet format table.


23 /31

2. Improved Pushover Analysis Results

• Pushover analysis results have been graphically improved in order to prevent the user’s

confusion.

• In FEMA and Eurocode type hinge, the hinge status of “C” point and “D” point is now

displayed separately. In the previous version, the hinge status of “C,D” was displayed after

the C point.

Result > Deformations > Deformed Shape

Design > Pushover Analysis > Pushover Hinge Status Result

Design > Pushover Analysis > Pushover Hinge Result Table > Beam Summary

Previous version New version

Beam Summary Table

Pushover Hinge Status Result

Previous version

New version


24 /31

3. Mander Model in the Inelastic Material Properties

• Mander Model has been added to model the behavior of concrete confined with steel

stirrups.

• The menu name, Fiber Material Properties, has been changed to Inelastic Material

Properties.

Model > Properties > Inelastic Material Properties


25 /31

4. Improved MINEGOTTO-PINTO Steel Model

• In MINEGOTTO-PINTO steel model, the equation for calculating the plastic strain, , has

been changed in order to enhance the convergence performance.

Model > Properties > Inelastic Material Properties

max 01

0

0 min2

0

0 ;

0 ;

r

r

max 01

0 min2

0 ;

0 ;

y

y


List of Detailed Enhancements in Design part

(1) Slab Deflection Check considering Cracked Section

(2) Limiting Rebar Ratio

(3) Limiting Minimum Section Size

(4) Improved Concrete Code Design as per the Latest Italy NA of Eurocode2:04

(5) Improved Capacity Design for Walls

(6) Serviceability Checking as per TWN-LSD96 and TWN-ASD96

Gen 2010 Design Enhancements Gen 2010 (v2.1) Release Note

27 /31

1. Slab Deflection Check considering Cracked Section

Design > Meshed Slab/Wall Design> Slab Serviceability CheckingDesign > Meshed Slab/Wall Design > Perform Cracked Section AnalysisDesign > Meshed Slab/Wall Design > Cracked Section Analysis Control

Deflections considering cracked section can be calculated in Slab Serviceability Checking. midas

Gen performs a cracked section analysis for the generated Crack Analysis Load Cases.

Deflection check considering long term effect can also be calculated by applying the creep

coefficient.

Therefore Ieff (effective moment of inertia) can be calculated from the following equation:

Where,

ζ is a distribution coefficient, given by the

following equation:

Members which are expected to crack, but may not be fully cracked, will behave in a manner

intermediate between the uncracked and fully cracked conditions and an adequate prediction

of behavior is given by the equation below based on the sub clause 7.4.3 (3) in EN1992-1-

1:2004. Following factors including the effective moment of inertia by elements for each

iteration step can be checked in "File Name_CSA.OUT" file.

(1 )II I

eff cr g

1 1 1(1 )

I I I

2crM1 ( )

M

' 0.5' is applied (long termloading).

2

ctmcr

f bhM

6

32 scr s c c

c

E 1I A (d d ) bd

E 3

2

s s s s s s c,eff

c

c,eff

A E (A E ) 2bA E E dd

bE


28 /31

2. Limiting Rebar Ratio

In concrete code design as per Eurocode2:04 (Italy National Annex) and capacity design as

per Eurocode8:04 (Italy National Annex) and NTC2008, the user can select whether to

consider minimum rebar ratio limitation.

Limiting Rebar Ratio will be useful to find required rebar ratio regardless the minimum rebar

ratio limitation.

Design > Concrete Code Design > Limiting Rebar Ratio

Applied minimum rebar requirements


29 /31

3. Limiting Minimum Section Size

In concrete code design as per Eurocode2:04 (Italy National Annex) and IS 13920:1993, and

capacity design as per Eurocode8:04 (Italy National Annex) and NTC2008, the user can select

whether to consider the minimum section size.

Design > Concrete Code Design > Limiting Minimum Section Size

Applied minimum rebar requirements

(1) Eurocode2-1-1:04- Beam: 120mm- Column: 120mm- Wall: 100mm- Slab ; 200mm for SLS design crack control - Mat ; 200mm

(2) Eurocode8-1:04, NTC 2008- Beam: bw≤min{bc+hw, 2bc} for DCM and DCH

200mm for DCH- Column: 250mm - Wall:max(150mm, 1/20 x height)

(3) IS456:2000, IS13920:1993- Beam: w/d ≥ 0.3, min{bc, hc} ≥ 200mm, d ≤ 1/4 x lcr- Column: min{bc, hc} ≥ 200mm, dc/db ≥ 0.4 If the column height is larger than 5m or unbraced length is larger than 4m, section dimension should be larger than 300mm.

- Wall: t ≥ 150mm


30 /31

4. Improved Concrete Code Designas per the Latest Italy NA of Eurocode2:04

• The default values for the stress parameter (k4) has been changed based on the

latest Italy national annex. (1.0 in the previous version, 0.9 in the new version)

• The equation of the strength reduction factor, ν, to calculate the shear force has been

changed based on the latest Italy national annex.

Design > Concrete Design Parameter > Design Code

Design > Concrete Design Parameter > Serviceability Parameters

Design > Concrete Code Design > Beam Design


Eurocde2:04, 6.2.2(6)

… The shear force VEd, calculated without reduction by β, should however always satisfy the condition

where ν is a strength reduction factor for concrete cracked in shear…


31 /31

5. Improved Capacity Design for Walls

• In the Capacity Design of walls, the magnification factor, ε, has been corrected to

consider the design bending moment (MEd) and the design flexural resistance (MRd) at

the base of the wall. In the previous version the design bending moment (MEd) and

the design flexural resistance (MRd) were calculated at the bottom of the walls at

each story.

ε is the magnification factor, calculated from expression (5.25), but not less than 1,5:

Eurocde8:04, 5.4.2.4, Figure 5.4

Eurocde8:04, 5.5.2.4.1, equation (5.25)


Design > Concrete Code Design > Wall Design


32 /31

6. Serviceability Checking as per TWN-LSD96 and TWN-ASD96

• In the Steel Code Check as per TWN-LSD96 and TWN-ASD96, serviceability check has

been added for beam and column members.

• In the Serviceability Parameters, the user can specify the limit values for the deflection

check.

Design > Steel Design Parameter > Design Code

Design > Steel Design Parameter > Serviceability Parameters

Design > Steel Code Check

Graphical Results

Detailed Results

Steel Code Checking Result Dialog Box

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…


(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)



4 / 68

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


5 / 68

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


6 / 68

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


7 / 68

Automesh and design procedure

Parapet Automesh (Extrude : Line -> Planar)

Analysis & Design

Copy

Slab Automesh

Make a polygon for meshing


8 / 68

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


9 / 68

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


10 / 68

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.


11 / 68

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


12 / 68

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


Tables >Structure Tables > Properties > Section

6. Addition of composite sections

Steel-Box type

Steel-I type


13 / 68

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


14 / 68

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)




15 / 68

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

32

1


16 / 68

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


17 / 68

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


18 / 68

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


19 / 68

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 filesGraphical 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


20 / 68

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


21 / 68

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


22 / 68

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


23 / 68

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


24 / 68

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


25 / 68

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



27 /68

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


28 /68

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


29 /68

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


30 /68

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 & PCAIRC:18-2000Eurocode2-1-1:2004


31 /68

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]


32 /68

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


33 /68

: Angle of internal friction of sand

:

:

: Unit weight of soil

: Active earth pressure coefficient

The relationship between the lateral soil resistance and the lateral displacement Y at a specific depth X is represented as shown in the figure on the 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, Pm, 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 equations 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= +

01

tan sintan( )cosK Xc φ β

β φ α′

=′−

2tan ( tan tan )

tan( )c D Xβ β α

β φ= +

′−

3 0 tan (tan sin tan )c K X β φ β α′= −

4 ac K D=

85 (tan 1)ac K rX β= −

46 0 tan tanc K rX φ β′=

: Ultimate soil resistance per unit length

: Empirical adjustment factor

: Depth below soil surface

: Pile diameter

: Coefficient of earth pressure at rest

uP

AXD

0K aK

φ′

αβγ

2[tan (45 / 2)]φ′° −

/ 2φ′

45 / 2φ′° +

Where, Where,


34 /68

: 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

ucγ

DJX

RX 6 /[ / ]uD s Jνσ ′ +

: Ultimate resistance per unit length

: Undrained shear strength

: Undrained cohesion

: Unit weight of soil

for

for

c. Computation of Points k and m

380uDY =

60mDY = m u

BP PA

= ⋅

/(1 )

1/1

n n

nm

DPmYkk XY

−

=

1( / )k kP X D k Y=

,A B

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

1k

21( / / )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 γ φ′= × × ×

tan (1 sin ) tanK D Xφ γ φ′ ′= × − × × ×

Dγ

0KX

φ′

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


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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 > RC Strong-Column Weak-Beam Design > Ductile Design/Ductile CheckingDesign > 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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EdEd

i

Vvu d

= βCase 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 CheckingDesign > 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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