Sviluppi di Midas Gen dal 2010 al 2012 e 2013 release in ... - CSP Fea

Sviluppi di Midas Gen
dal 2010 al 2012 e
2013 release in uscita
a febbraio

Questo documento è stato realizzato per riassumere lo sviluppo
di MIDAS/Gen nell’ultimo triennio.
Molte di queste migliorie e implementazioni sono state
proposte e volute da CSPFea, sulla base della propria
esperienza ed anche su richieste dei nostri clienti, riuscendo ad
ottenere un software di alto livello con molteplici funzionalità.
Riteniamo che questo documento possa essere utile non solo ai
clienti che non sono aggiornati con le ultime versioni e che
quindi potrebbero non utilizzare completamente le recenti
novità, ma anche a coloro che, pur avendo l’ultima versione di
MIDAS/Gen, non siano a conoscenza di alcune importanti
funzioni del programma.
“Sviluppi di Midas Gen
dal 2010 al 2013”
a cura di: MIDAS IT,
CSPFea - ing. Mirco Sanguin
Gennaio 2013
CSPFea s.c.
via Zuccherificio 5/d
35042 Este (PD)
www.cspfea.net
info@cspfea.net
Tel. 0429602404
Fax. 0429610021

Enhancements
• Pre/Post Processing
• Beam section check with two different rebar sizes
• Column section check with two different rebar sizes
• Check Slenderness (lamda

• Revit Structure 2012 Interface
• Tekla Structure v.17 Interface
• Local Direction Force Sum for Unstructured Mesh
• Addition of Header and Footer in Dynamic Report
• Midas Link for Revit Structure 2011
• Plate Member Data in the Model Data Text Output
• Easy access to the Time History Result Tables
• Warning Message for the Changes in the Story Data
• Dynamic Report Generation
• Revit Structure 2010 Interface
• Pressure Type of Beam Loads
• Improved Eccentricity Option in the Element Beam
Load and Line Beam Load
• Improved India Standard Section DB
• Changes in the Default Values of Stiffness Scale
Factor in the Composite Section for Construction
Stage
• Addition of Dimension Import
• Automeshing
• Definition of Domain/Sub-domain for slab and wall
design
• Addition of Create Converted Line Elements function
• Assigning wind and seismic loads on a structure with
meshed slabs
• Enhanced Beam Wizard
• Addition of composite sections
• Addition of the inverted T-shape beam
• Improvements in IS808 section DB
• Addition of Chinese section DB (GB-YB05)
• Converting Inertial Forces from RS analysis to Nodal
Loads
• Addition of Cutting Diagram Display for Plane Strain
elements

• Display Stiffness of Rigid Type Elastic Link in the
Analysis Output File
• Shading for Solid and Planar Elements in Wireframe
View
• Display element color by element type, material type,
or section type
• Enhanced Display of Supports and Point Spring
Supports
• Addition of an export to Excel option in result tables
• Save an image in jpg format
• Export frame model to solid/plate model
• Addition of Sort Groups by Name feature
• Renumbering the existing element numbers in reverse
order
• Addition of the Preference for online help
• Addition of auto-generation of wind loads according
to the latest Korean Building Code (KBC2008)
• Addition of static and dynamic seismic loads
according to the latest Korean Building Code (KBC2008)

Enhancements
• Analysis
• Improvement in Pushover Analysis Speed
• Improvement in Definition of Pushover Hinge Position
• Auto Termination Option for Axial Component in
Pushover Analysis
• Improvement in Limit Inter-Story Deformation Angle
Option in Pushover Analysis
• 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
• Damping Ratios by Material Properties
• Considering Consistent Mass in Time History Analysis
• Improvement in Group Damping
• Considering Static Load Case for the Initial Loading in
Time History Analysis
• Considering the Construction Stage Load for Initial
Loading in Pushover Analysis
• Option for cumulating reactions and displacements
due to initial loads in Pushover Analysis
• Considering Boundary Change Assignment Function
in Pushover Analysis
• Option for Considering the Shear Failure in Pushover
Analysis
• Improvement in Pushover Hinge Properties with SRC
Sections
• Addition of Ramberg-Osgood and Hardin-Drnevich
Models in Inelastic Hinge Property
• Analysis Stop Option in the Pushover Analysis
• Improved Pushover Analysis Results

• Mander Model in the Inelastic Material Properties
• Improved MINEGOTTO-PINTO Steel Model
• Applying Plate and Solid Elements to Structural
Masonry Material
• Addition of Time Dependent Material as per
Eurocode2:04
• Addition of Time Dependent Material as per IRC:18-
2000
• Addition of the Time Dependent Material (Compressive
Strength) as per CEB-FIP(1978)
• Addition of distributed springs
• Addition of Pile Spring Supports
• Addition of Multi-Linear Type Elastic Link
• Nonlinear Point Spring Supports for Construction Stage
Analysis
• Accidental Eccentricity consideration for Response
Spectrum Analysis in Basement Floors
• Considering Mass Participation Factor for Rotational
direction
• Transfer reactions of slave nodes to the master node
• Improvements in Buckling Analysis Control dialog box
• Improvements on the Eigenvalue analysis considering
the maximum number of frequencies
• Enhanced pushover hinge properties of FEMA type
• Buckling load consideration in the Pushover Yield
Surface
• Improvements in Inelastic Hinge Properties of SRC
Beam member

Enhancements
• New module
• General Section Designer
• GSD upgrade:
• P-M Interaction curve as per ACI 318,
AASHTO-LRFD, CSA-S6
• Rebar ID Display
• Coordinates of intersection points between
neutral axis and the boundary of section
• Copy and Paste between Excel and Load
Combination Table
• Placing rebars outside the perimeter

Enhancements
• Design
• ACI Design Code (ACI 318 - 11)
• ACI Design Code (ACI 318 – 08)
• New Taiwanese RC Design (TWN-USD 100)
• New Taiwanese SRC Design (TWN-SRC 100)
• Improvement in Buckling Resistance Check as per EN 1993-1-
1:2005
• Enhancement in Strong Column-Weak Beam Design as per
TWN-USD92
• Slab Deflection Check considering Cracked Section
• Limiting Rebar Ratio
• Limiting Minimum Section Size
• Improved Concrete Code Design as per the Latest Italy NA of
Eurocode2:04
• Improved Capacity Design for Walls
• Serviceability Checking as per TWN-LSD96 and TWN-ASD96
• Addition of Capacity Design as per NTC2008 and Eurocode8-
1:2004
• Addition of Slab/Wall Design as per Eurocode2-1-1:2004
• Improvements in Rebar Input Dialog box
• Update rebar by members
• Addition of new rebar DB UNI standard
• Improvements in calculating effective length in the steel
structure according to the Chinese specification
• Addition of torsional design of RC beam as per TWN-USD92
• Addition of steel code checking as per IS:800-2007
• Auto-generation of load combination as per KBC 2009
• Addition of SRC Code Checking as per JGJ318-01

Sviluppi del 2013,
prossima release di febbraio

Beam section check with two different rebar sizes

Column section check with two different rebar sizes

Check Slenderness (lamda

EC3 steel check and Steel Optimal Design for Inverted T- section
z
y
EC3 steel check Star battened

Soil Pressure in Contour
EARTH PRESSUR
contour
EARTH
PRESSUR
KN/cm
q
p = * (Kz or Kx or Ky)
e.g.: Kz for plate in xy plane

Data Transfer between Gen and Revit Structure 2013

GSD upgrade: P-M Interaction curve as per ACI 318, AASHTO-LRFD, CSA-S6

GSD upgrade: Rebar ID Display

GSD upgrade: Coordinates of intersection points between neutral axis and
the boundary of section

GSD upgrade: Copy and Paste between Excel and Load Combination Table

GSD upgrade: Placing rebars outside the perimeter

Accidental eccentricity in RSA even if diaphragms are not rigid

NTC 2012 Implementation
•Concrete material and rebar DB, NTC12 (RC)

NTC 2012 Implementation
•Story regularity check, NTC 2012

NTC 2012 Implementation
•Static seismic load, NTC 2012: Period calculation method is added

NTC 2012 Implementation
•Check the limit of the ratio x/d for beam

NTC 2012 Implementation
•Check the limit of the ratio x/d for slab

NTC 2012 Implementation
•Serviceability stress check for quasi permanent combination

NTC 2012 Implementation
•New shear check summary in Graphic Report
Beam
Column
Wall

NTC 2012 Implementation
•New shear check summary in Checking Result table
Beam
Column
Wall

NTC 2012 Implementation
•Option for ignoring shear strength of concrete

NTC 2012 Implementation
•The calculation of Asl to calculate shear strength of concrete column. Now the half of tot
al rebar area is taken for Asl.

NTC 2012 Implementation
•Limit slenderness

NTC 2012 Implementation
•Stirrup spacing

NTC 2012 Implementation
•New default value of CD”A” and CD”B”

NTC 2012 Implementation
•Capacity design : Check Beam-Column Joint on CD”B”

NTC 2012 Implementation
•Minimun rebar ratio mat foundation
Minimum limit for mat changed from 0.13% to 0.2%.

NTC 2012 Implementation
•Beam column joint design for non-seismic design

NTC 2012 Implementation
•CD”B” calculation method for shear force design equal to CD"A"

Sviluppi del 2012

Static Wind Loads as per IBC 2012 (ASCE7-10)
• Wind Design Specifications and Commentary of Buildings 2012
• Changes in IBC 2012
(1) Importance Factor.
The need to define Importance Factor In
alternate method has been eliminated
The need to define Importance Factor has been
Eliminated in Directional Procedure (Earlier Analytical Method )
Load > Lateral Loads > Static Wind Loads
Static Wind Loads
(Alternate Method)
Static Wind Loads
( Directional Procedure )

Static Seismic Loads as per IBC 2012 (ASCE7-10)
• Seismic Design Specifications and Commentary of Buildings 2012
• Changes in IBC 2012
(1) Risk Category : As defined in Table 1.5-1 of ASCE7-10 .
Load > Lateral Loads > Static Seismic Loads
Period Calculator
Static Seismic Loads

Response Spectrum as per IBC 2012 (ASCE7-10)
• Seismic Design Specifications and Commentary of Buildings 2012
• Changes in IBC 2012
No significant changes has been made as compared to the IBC 2009.
Load > Response Spectrum Analysis Data > Response Spectrum Function
Response Spectrum Design Function

Static Wind Loads as per IBC 2009 (ASCE7-05)
Alternate Method
• Wind Design Specifications and Commentary of Buildings 2009 (Alternate Method )
• Changes in IBC 2009
(1) Mean Roof Height .
The user can specify mean roof height.
(2) Topographic .
Topographic effects can be considered
which includes Hill Shape , Building
Location, Hill Height , Hill Length & Crest
Building Distance.
Load > Lateral Loads > Static Wind Loads
(3) Net Pressure Coefficient (C net )
Net pressure coefficient to be used in
Wind Loads for Open Buildings. The Net
Pressure Coefficient can be referred from
figure 6-19 (ASCE7-05)
(4) Wind Eccentricity
Wind Eccentricity can now be considered.
Topographic Effects
Static Wind Loads

Analytical Method
• Wind Design Specifications and Commentary of Buildings 2009 (Analytical Method)
• Changes in IBC 2009
(1) Directional Factors
Directional Factors as specified in ASCE7-05
table 6-4 can be considered.
.
(2) Wind Eccentricity
Wind Eccentricity can now be considered.
Load > Lateral Loads > Static Wind Loads
Topographic Effects
Static Wind Loads

Static Seismic Loads as per IBC 2009 (ASCE7-05)
(1) Ss: Mapped MCE, 5 percent damped, spectral response acceleration parameter at a
period of 1 second as defined in section 11.4.1 of ASCE7-05
(2) Fa: Short Period Site Coefficient (at .2 s-period) , as defined in section 11.4.3
(3) Sds: Design , 5 percent damped , spectral response acceleration parameter
at a period of 1s as defined in section 11.4.4
(4) S1: Mapped MCE , 5 percent damped, spectral response acceleration parameter at
a period of 1second as defined in section 11.4.1 of ASCE7-05
(5) Fu: Long Period Site Coefficient (at 1 s-period) , as defined in section 11.4.3
(6) Sd1: Design , 5 percent damped , spectral response acceleration parameter
at a period of 1s as defined in section 11.4.4
(7) Occupancy Category: As specified in table 1-1
(8) Period Coefficient: Cu & Tl as defined in section 11.4.5
(9) Approximate Period: Calculated automatically by the program as defined in 12.8-2
Load > Lateral Loads > Static Seismic Loads
Period Calculator
Static Seismic Loads

Response Spectrum Design Function as per IBC 2009 (ASCE7-05)
• Seismic Design Specifications and Commentary of Buildings 2009
• Changes in IBC 2009
(1) Parameters : Ss, S1,Fa ,Fv, Sds,Sd1. have been added .
(2) Response Modification Coefficient (R ) : Can be defined.
(3) TL : Long Tran. Period : Can be defined .
Load > Response Spectrum Analysis Data > Response Spectrum Function
Response Spectrum Design Function

Multi-Tree Menu
• To enhance the GUI features Multi-Tree Menu has been introduced so that the user can
work on Works Tree and Group Tree simultaneously. It is especially useful for wide screen
users.
Tools> Customize> Tree Menu 2
Multi-Tree Menu
8. Perform Response Spectrum & Time-history Analysis in the Same Model file
• In the previous versions, it was not allowed to run response spectrum and time-history
analysis simultaneously. Now, it is not necessary to use separate model files to perform both
analyses.

Display Selection option in the Legend
• It is useful when graphic results are included in the report.
Results> Forces > Plate Forces/Moments
Results> Stresses > Plate Stresses, Solid Stresses
Automatic Generation of Load Combination

Reinforced Concrete Design as per ACI 318-08 and ACI 318-11
Member type for seismic design
(1) For Seismic Design: Apply seismic design for the selected members.
(2) For Non-Seismic Design: Do not apply seismic design for the selected members.
(3) For Non-Seismic-Force Resisting System : Apply the clause 21.13 Members not
designated as part of the seismic-force-resisting system.
Note : Available only when Special Moment Frames is selected.
Design> General Design Parameter > Seismic Design Type
Seismic Design Type

RC Beam/Column: Special Moment Frames
(1) R factor : R is the factor to consider Vc=0 for the Special Moment Frame.
Refer Beam : 21.5.4.2, Column : 21.6.5.2 4
(2) Ve1 : Design Shear Force is calculated based on Mpr for the Special Moment Frame.
Refer Beam : 21.5.4.1, Column : 21.6.5.1
(3) Member Types to be excluded in Seismic Design >Select member types for which seismic
design is not applied. You can also select individual members using General Design
Parameter>Seismic Design Type.
Design> Concrete Design Parameter > Design Code :Select (Special Moment Frames)
Concrete Code Design
(Special Moment Frames )

RC Beam/Column: Intermediate Moment Frames
• Design features and commentary as per ACI 318-08/11 for Intermediate Moment Frame
(1) Ve1 & Ve2 : Design shear forces for the Intermediate Moment Frame
Refer : 21.3.3.1, Column : 21.3.3.2
Design> Concrete Code Design> Design Code : Intermediate Moment Frame
Concrete Code Design
(Intermediate Moment Frames)

RC Beam/Column : Ordinary Moment Frames
• Design features and commentary as per ACI 318-08/11 for Ordinary Moment Frame
(1) For the Ordinary Moment Frames, any input is not required for Special RC
Structural Wall (Clause 21.9)
Design> Concrete Code Design> Design Code : Ordinary Moment Frame
Concrete Code Design
(Ordinary Moment Frames)

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) Shear Wall Type : 21.9 Special structural walls
Boundary Element Methods are provided as per 21.9.6.2 and 21.9.6.3
21.9.6.2 21.9.6.3
Boundary
element
condition
Boundary
element
vertical length
c ≥ lw/600(δu/hw)
※ δu = δe*Cd/Ie
(Design displacement)
MAX[lw, Mu/(4Vu)]
fc ≥ 0.2fc’
fc ≥ 0.15fc’
Design> Concrete Design Parameter> Design Code : Check On Special RC Structural Wall
Concrete Code Design
(Special RC Structural Wall)

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) When Special RC Structural Wall is checked on, Boundary Element reinforcement input is
activated
Design> Concrete Design Parameter> Design Criteria for Rebars / Design Criteria for
Rebars by Member
Design Criteria for Rebars by Member
Design Criteria for Rebars

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) Boundary Element design method and reference wall can be determined by Wall ID.
• Displacement Based Method : 21.9.6.2.
• Stress Based Method : 21.9.6.3.
Design> Concrete Design parameter>Boundary Element Method by Wall ID
Boundary Element Method

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) Wall Design Result Dialogue Box : When Special RC Structural Wall is checked on, “B.E.” is
included.
• YES: Boundary Element is necessary.
• - : Boundary Element is not necessary
Design> Concrete Code Design >Wall Design
Wall Design

RC Wall
(1) Wall Design Result Dialogue Box : When Special RC Structural Wall is checked on,
“B.E.-Rebar, B.E.-L” is included.
Description
Boundary Element is
necessary.
B.E.-Rebar
Required horizontal reinforcement size and spacing
in the Boundary Element
A-B-Dxx @yyy
A : Number of rebars in the direction of wall
thickness
B : Number of rebars in the direction of wall length
Dxx : Transverse rebar size
yyy : Transverse rebar spacing
B.E.-L
When Boundary
Element is
necessary, the
required length of
Boundary Element.
C (Length Unit)
Boundary Element is
not necessary.
Not Use -
Design> Concrete Code Design >Wall Design
Wall Design

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) Wall Design Report
Design> Concrete Code Design >Wall Design report
Graphic Report
Detail Report
Summary Report

RC Wall
• Design features and commentary as per ACI 318-08/11
(1) Display Option : Display Options relating to Boundary Elements results have been
added
View > Display Option
Display Option

Load Combinations as per ACI 318-08 and ACI 318-11
•Design features and commentary as per ACI 318-11
1) Wind Load factor : Select the Wind Load Factor as per service and strength level.
2) Seismic Load Factor : Select the Seismic load factor as per service and strength level .
When we select Service level the Wind Loads & Seismic loads are multiplied by a
factor of 1.6 & 1.4 respectively whereas when we select Strength-Level the Wind Loads &
Seismic Loads are multiplied by a factor of 1.
Results> Combinations >Concrete Design > Design Code: ACI 318-08 & ACI 318-11
Automatic Generation of Load Combination

General Spring Support with 6x6 Coupled Matrix for Damping and Mass
• General Spring Support with 6x6 coupled matrix for damping and mass to represent the
dynamic properties of Pile-Soil System has been added.
• Related analysis functions are as follows:
Eigenvalue analysis
Response spectrum analysis
Linear time history analysis
Nonlinear time history analysis
• Applicable analysis type for damping matrix are as follows:
Response spectrum analysis with Strain Energy Damping
Linear and nonlinear time history analysis (Analysis Method: Modal) with Strain
Energy Damping
Linear and nonlinear time history analysis (Analysis Method: Modal) with Strain
Energy Damping, Mass & Stiffness Proportional, Element Mass & Stiffness
Proportional
Model > Boundaries > Define General Spring Type
Model > Boundaries > General Spring Supports
General Spring Support

Global-Z
Improvement in Material Coordinate System for Structural Masonry Analysis
When modeling a masonry structure in the previous version, the vertical direction of a
structure must be set to the global-Y axis or local-y axis of elements, which caused
inconvenience in some cases such as rotation of models, auto-generation of story data and
lateral loads. Now, the vertical axis can be set to the global-Z axis regardless of the direction of
local axes of elements. Also, the masonry wall is not necessarily located on the global X-Z
plane. It can be rotated about the global-Z axis with any angle from the global-X axis, which
enables us to model 3-dimensional masonry structures.
Model > Properties > Plastic Material > Masonry
Angle
Masonry Plastic Material
3D Masonry Structure

Auto Generation of Wind Load for Chimneys, Tanks, and Similar Structure
• Auto calculation of wind load for structural design of chimney, tank, and similar
structures
• This option is provided for IBC(2000).
Load > Lateral Loads > Wind Loads > IBC(2000)
> Load Evaluation Using Force Coefficient > Auto. Calculator
Static Wind Load

Russian Section and Material Database
• New material and section database have been added for GOST and STO_ASChM.
• For the material properties, concrete and steel material properties are provided.
• For the section properties, Angle, Channel, I-Section, T-Section, Box, and Pipe sections are
provided
Model > Properties > Material
Model > Properties > Section
Section Data
Material Data

Improvements in Story Shear Force Ratio Table
• In the Story Shear Force Ratio table, results are displayed for Beam and Truss elements
separately. In the previous version, the results for beam and truss elements were
merged into “Frame” type.
• It is useful when designing a building with dual frame system.
Results > Result Tables > Story > Story Shear Force Ratio
Story Shear Force Ratio Table

Improvements in Dynamic Report Generator
In the previous Dynamic Report Generator, some tables such as Vibration Mode Shape
table and Story Mass table were partially displayed in the Word format report. The updated
Dynamic Report Generator supports the display of all tables without limitation.
Tools > Dynamic Report Generator
Vibration Mode Shape Table
Story Mass Table

Sviluppi del 2011

Revit Structure 2012 Interface
Using Midas Link for Revit Structure, direct data transfer between midas Gen and Revit
Structure 2012 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
For more information, see Getting Started file in your installation folder.

Tekla Structure v17 Interface
Midas Link for Tekla Structure v17 is now available to transfer a Tekla model data to Midas
Gen, and delivery back to Tekla model files. It is provided as an Analysis & Design modules
in Tekla Structure and Midas Gen text file(*.mgt) is used for the roundtrip. For more
information, see the related documents in your installation folder.
e.g.) C:\Program Files\MIDAS\MIDAS Gen\Midas Link for Tekla Structure

Local Direction Force Sum for Unstructured Mesh
In the previous version, the Local Direction Force Sum function was able to be applied to
structured mesh. Now the program can provide resultant forces and moments for the
unstructured mesh as well. The Plate Edge Line Select and Plate Edge Polygon Select
method are supported in this version. The Solid Face Polygon Select method will be
supported in the next version.
Results > Local Direction Force Sum
Local Direction Force Sum for the unstructured mesh

Improvement in Pushover Analysis Speed
Pushover analysis speed has been significantly improved by enhancing the analysis
algorithm and output process.
Design > Pushover Analysis > Perform Pushover Analysis
Pushover analysis model
▣ 1,550 beam elements
Analysis results
[Gen 2011 v1.1] Pushover curve
[Gen 2011 v2.1] Pushover curve
Analysis time
Program
Total Analysis Time (sec) : 1,550 elements
20 steps 50 steps 100 steps 200 steps
Civil 2011 (v1.1) 14.72 95.35 446.02 1443.00
Civil 2011 (v2.1) 9.30 20.28 36.76 71.93
Ratio 63.17% 20.97% 8.24% 4.98%

Improvement in Definition of Pushover Hinge Position
• Axial, shear and torsion hinges (Fx, Fy, Fz, and Mx) can now be assigned to i-end and j-end
of a member separately. In the previous version, they were assigned to the center of the
member.
• It is applicable to RC, Steel and SRC members. For the masonry material, axial, shear, and
torsion hinges are assigned to the center of the member.
Design > Pushover Analysis > Define Pushover Hinge Properties
[Gen 2011 v1.1]
[Gen 2011 v2.1]

Auto Termination Option for Axial Component in Pushover Analysis
• When the axial hinge of column, wall or truss element reaches buckling in the pushover
analysis, the program can automatically stop running with a warning message and save the
results up to the terminated step.
• Analysis results can be checked up to the terminated step.
Design > Pushover Analysis > Pushover Global Control

Improvement in Limit Inter-Story Deformation Angle Option in Pushover Analysis
In the previous version, if the Limit Inter-Story Deformation Angle is entered and the
maximum inter-story deformation angle exceeds the specified value, the analysis was
terminated. In the new version, the analysis can be terminated once the inter-story
deformation angle reaches the specified angle with 0.5% deformation tolerance.
Design > Pushover Analysis > Pushover Load Case
0.5%
tolerance
[Gen 2011 v1.1]
[Gen 2011 v2.1]

Improvement in Buckling Resistance Check as per EN 1993-1-1:2005
A new option is added to determine the design values of the compression force and biaxial
bending moments along the member when performing the buckling resistance check for
the columns as per the equation (6.61) and (6.62) of EN 1993-1-1. In the previous version,
the program took the design values of NEd, My,Ed and Mz,Ed at the same location along
the member. In this version, the program provides an option with which the user can apply
the maximum moments about the y-y and z-z axis separately along the member.
Design > Steel Design Parameter > Design Code
EN1993-1-1:2005 Equation (6.61), (6.62)
BMD: My
10kN-m
BMD: Mz
20kN-m
20kN-m
10kN-m
The Biaxial moments for buckling resistance option
When the Biaxial moments at the same location option is selected:
Design values of moments at the top My=10kN-m, Mz=20kN-m
Design values of moments at the bottom My=20kN-m, Mz=10kN-m
When the Maximum moments along the member option is selected:
Design values of moments My=20kN-m, Mz=20kN-m

New Module: General Section Designer

General Section Designer (GSD)
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.
Work process
Stress Contour
3D PM Interaction curve
Moment- Curvature

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 .
Main menu
Works Tree
Toolbar
Section View
Table Window
Coordinates
Message Window
Unit Control

Material
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.

Material Properties
Step 1. Define material
• Nonlinear Material Properties
• Concrete nonlinear properties
Parabolic Stress-strain Curve
• Steel nonlinear properties
Kent & Park Model
Menegotto-Pinto Model
Asymmetrical Bi-linear Curve

Section
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
Model > Shape > Basic Shape
General type shape

Section
Step 2. Define cross-section
– Merging two shapes
– Creating hollow sections
Model > Shape > Merge Shape
Copy Shapes
Merged Shapes
Creating Hollow Section

Rebar
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
Model > Rebar > Rebar Material
Bilinear Model
Park Strain Hardening
Menegotto-Pinto Model

Rebar
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…

Load combination
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

Result
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

Result
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

Result
Step 6.2 Check Results: Moment-curvature curve
Step 6.3 Check Result: Stress Contour
Result > Moment Curvature Curve
Move mouse pointer on
the curve to see the
strain diagram at a
particular point.
Result > Stress Contour
Moment-curvature curve
Stress contours

Addition of Header and Footer in Dynamic Report
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
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.
Tools > Dynamic Report Generator

Midas Link for Revit Structure 2011
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
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
Tools > Dynamic Report Generator

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

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

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

Pushover analysis enhancement
Lateral load pattern as per N2 method
• The N2 method implements a new load pattern Normalized Mode Shape * Mass for
Pushover analysis.
Design > Pushover Analysis > Pushover Load Case

Normalization of mode shape
• 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.
User-Defined Master Node
Roof
.87
1
3F
2F
1F
.54
.21
.65
.63
.24
.74
Model Mode Shape Normalized Mode Shape
Normalization of Mode Shape
Story
Mode Shape
Ф
Normalized Mode Shape Ф
Roof .87 1
3F .65 .74
2F .54 .63
1F .21 .24

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.
m 4 = 400
Roof
1
1
m 3 = 300
3F
.74
.55
m 2 = 200
2F
.63
.31
m 1 = 100
1F
.24
.06
Model
Normalized Mode Shape
Load Pattern
Lateral Load Pattern
Story
Story Mass
Normalized Mod
e Shape, Ф
Calculation
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

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
Design > Pushover Analysis > Pushover Curve

Target displacements as per NTC 2008
• 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.
Design > Pushover Analysis > Pushover Curve
Select spectrum for different
Select spectrum for different
Select spectrum limit states for different
Select spectrum limit states for different
limit states
limit states
Method of Gamma Calculation Target displacements and corresponding pushover steps
Target displacements and corresponding pushover steps
Method of Gamma Calculation Target displacements Target displacements and corresponding and corresponding pushover pushover steps steps

Safety Verification as per NTC 2008
Global verification ( = Limitation of interstory drift)
• 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.
Design > Pushover Analysis > Pushover Curve
Demand and capacity table

Local verification
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.
Design > Pushover Analysis > Pushover Hinge Result Table > Safety Verification Table
Demand and capacity table

Enhanced Safety verification Table
• 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

Damping Ratios by Material Properties
• 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
• Load > Time History Analysis Data > Time History Load Cases
• Model > Properties > Material > Add > Damping Ratio
Default value of damping ratio by material types
- Steel : 0.02 (2%)
- Concrete / SRC : 0.05 (5%)
- USER : 0.00 (0%)

Considering Consistent Mass in Time History Analysis
• 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)

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

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

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

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
• In the previous versions, the results due to
initial loads were
For Reaction/Story shear: cumulative
For Displacement: not cumulative
• 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.

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

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

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

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

Sviluppi del 2010

Dynamic Report Generation
• 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.
Tools > Dynamic Report Generator
Tools > Dynamic Report Image
Tools > Dynamic Report Auto Generation
Drag & Drop
1

Procedure for Dynamic Report Generation
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.
Register the desired data
Open a new report
Report Tree
Insert contents by Drag & Drop

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

Revit Structure 2010 Interface
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

Applicable data for MIDAS Link for Revit Structure
Category
Material
Section
Member
Boundary
Static Load
Load
Combination
Features
Revit to
midas Gen
Remark
Concrete
v
Steel
v
Pre Cast Concrete
v
Wood
N/A
Glass
N/A
Ston
N/A
Metal
N/A
Concrete
v
Steel
v
SRC
N/A
Column
Vertical Column
v
Inclined Column
v
Only solid rectangular section is applicable.
Straight Beam
v
Beam Curved Beam
N/A
Inclined Beam
v
Straight Wall
v
Curved Wall
N/A
Wall 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
Support(Hinge, Roller, Fixed)
v
Beam End Release
v
Section Offset
N/A
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 Load 1)
v
Line Load , Hosted Line Load 1)
v
1), 2)
Area Load v
Hosted Area Load 1)
N/A
Load Combination 3)
v
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 we
enter 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 Load
Combination Usage is entered as Steel, Concrete, SRC or Footing, the combination shall be included in the Steel Design, Concrete Design, SRC Design or
Footing Design tab of Load Combination dialog box in midas Gen. For the other names of Load Combination Usage, the corresponding load
combinations will be included in General tab of Load Combination dialog box.

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).
Loads > Element Beam Loads
Loads > Line Beam Loads
Uniform Pressure type
Trapezoidal Pressure type
Assign a beam load as a pressure load
considering the beam width
Additional H
to consider the additional height of the structures
which was not included in the modeling (ex. guard fence)

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
Two methods to enter the eccentricity
Enter the eccentricity from Offset (nodal position)
for the tapered sections

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”.
Model > Properties > Section
Load > Construction Stage Analysis Data > Composite Section for Construction Stage

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

Analysis Stop Option in the Pushover Analysis
• 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.
Design > Pushover Analysis > Pushover Global Control
Results > Deformations > Deformed Shape
Design > Pushover Analysis > Pushover Hinge Result Table > Shear Yield Element

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
Pushover Hinge Status Result
Previous version
Beam Summary Table
New version

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

Improved MINEGOTTO-PINTO Steel Model
• In MINEGOTTO-PINTO steel model, the equation for calculating the plastic strain,
been changed in order to enhance the convergence performance.
, has
Model > Properties > Inelastic Material Properties
Previous version
New version
0 ;
1
max 0
0 r
0 ;
1
max 0
y
0 ;
2
0 min
0 r
0 ;
2
0 min
y

Slab Deflection Check considering Cracked Section
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.
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.
Design > Meshed Slab/Wall Design> Slab Serviceability Checking
Design > Meshed Slab/Wall Design > Perform Cracked Section Analysis
Design > Meshed Slab/Wall Design > Cracked Section Analysis Control
II
(1 )
I
Therefore Ieff (effective moment of inertia)
can be calculated from the following
equation:
1 1 1
(1 )
I I I
Where,
eff cr g
ζ is a distribution coefficient, given by the
following equation:
M cr
1 ( )
M
2
' 0.5' is applied(long termloading).
2
fctmbh
Mcr
6
E 1
I A (d d ) bd
2 s
3
cr s c c
Ec
3
d
c
A E (A E ) 2bA E E d
2
s s s s s s c,eff
bE
c,eff

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

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

Improved Concrete Code Design
as 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…
Previous version
New version

Improved Capacity Design for Walls
• In the Capacity Design of walls, the magnification factor, ε, has been corrected to
consider the design bending moment (M Ed ) and the design flexural resistance (M Rd ) at
the base of the wall. In the previous version the design bending moment (M Ed ) and
the design flexural resistance (M Rd ) were calculated at the bottom of the walls at
each story.
Design > Concrete Design Parameter > Design Code
Design > Concrete Code Design > Wall Design
Eurocde8:04, 5.4.2.4, Figure 5.4
Eurocde8:04, 5.5.2.4.1, equation (5.25)
ε is the magnification factor, calculated from expression (5.25), but not less than 1,5:

Automeshing
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 and Map-mesh
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.
Model > Mesh > Auto-mesh Planar Area
Model > Mesh > Map-mesh 4-Node Area
Automesh
Map-mesh of 4-Node

Mesh Inner Domain option
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.
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.
Meshing
Meshing
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

Delete Boundary Line Element
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.
Meshing
Subdivide 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.
Meshing
Redistribute pressure loads
When mesh elements are generated,
predefined loads are automatically
redistributed along the mesh elements.
Meshing

Automesh and design procedure
Make a polygon for meshing
Slab Automesh
Parapet Automesh (Extrude : Line -> Planar)
Copy
Analysis & Design

Definition of Domain/Sub-domain for slab and wall design
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 subdomain,
we can specify the rebar direction for slab design.
Model > Mesh > Auto-mesh Planar Area
Model > Mesh > Map-mesh 4-Node Area
Domain
Meshing
Sub-Domain
[2]
1
Dir. 2
[1]
[3]
[4]
Y
Dir. 1
GCS
X
Rebar direction
Dir.1: Angle of rebar from Global X-axis
Dir.2: Angle of rebar from Dir.1
Display sub-domain angle

Addition of Create Converted Line Elements function
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.
Model > Element > Create Converted Line Elements
Simultaneous conversion
by multiple selection
When Create Only on Periphery Region option
is checked off
When Create Only on Periphery Region option
is checked on

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.
Model > Building > Control Data
Wind Load
Concentrated Load
Torsion
Seismic Load
Concentrated Load
Torsion

Enhanced Beam Wizard
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, 3@5.0)
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

Addition of composite sections
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
Steel-Box type
Steel-I type

Addition of the inverted T-shape beam
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.
Model > Properties > Section
Tables >Structure Tables > Properties > Section
Upside-down T-shape section
L-shape section

Converting Inertial Forces from RS analysis to Nodal Loads
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
1
2
3

Addition of Cutting Diagram Display for Plane Strain elements
Cutting diagram can now be displayed
Results > Stresses > Plane Strain Stresses
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.
12. Display Stiffness of Rigid Type Elastic Link in the Analysis Output File
Stiffness of rigid type elastic link is now produced in the analysis output file (*.out).
Model > Boundaries > Elastic Link
Analysis > Perform Analysis

Shading for Solid and Planar Elements in Wireframe View
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.
View > Display Option
Shading
14. Display element color by element type, material type, or section type
Random element color can be automatically assigned corresponding to the type of element,
material, or section.
View > Display Option
Draw tab
For pre-generated
elements, assign a
random element
color for a
particular property
by clicking the
[Random Color]
button.
Color tab
For newly created
elements, assign a
random element
color to each of the
properties by
clicking on the
“Assign Random
Color” option.

Enhanced Display of Supports and Point Spring Supports
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
Support
Point spring support
Gen 2010

Addition of an export to Excel option in result tables
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 postprocessing
tables.
Results > Result Tables
17. Save an image in jpg format
Graphical image of the Model Window can
File > Graphic files > JPG files
be saved in jpg format as well as AutoCAD
DXF, BMP, or EMF formats.

Export frame model to solid/plate 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.
File > Export > Frame Section for Solid, Frame Section for Plate
[midas FEA: Imported tendons]
[midas Gen: line beam model]
[midas FEA: Solid model]

Addition of Sort Groups by Name feature
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.
Model > Group > Define Structure (Boundary / load / Tendon) Group
In the old version, if a
structure group “Seg5-1”
is newly created, it
would be placed at the
bottom of the group list.
Old version
In Gen 2010, the user
can change the group
order relevant to the
construction sequence.
Gen 2010

Renumbering the existing element (node) numbers in reverse order
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 > Nodes > Renumbering
Model > Elements > Renumbering
101 201
301
401 reversed
102 202
302
402
order
103
203
303
403
204
304
305
Pile elements
5 6 7 8
4
3
2
1
9
10
11
12
reversed
order
Frame
In Gen 2010, (-)X, (-)Y, and (-)Z
directions are newly added.

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

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

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

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
[Reaction (Local-Surface Spring )tab]
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.
Spring
location
Unit of
reaction
Deformation
Convert to Nodal
Spring
Nodes of elements
kN
Concentrated
at the nodes
Distributed Spring
(Winkler Spring)
Distributed on the elements
Beam: kN(kN/M)
Planar or Solid: kN(kN/M2)
As element stiffness increases, beam
deformations are distributed throughout
the elements.
[Surface Spring Supports Display]

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.
Model > Boundaries > Pile Spring Supports
Linear type
Point Spring Support
Multi-Linear type
Point Spring Support
Model > Boundaries > Point Spring Support Table

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
P
δ

Nonlinear Point Spring Supports for Construction Stage Analysis
Nonlinear Point Spring Supports can now be considered
in the Construction Stage Analysis.
Model > Boundaries
> Point Spring Supports
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
9. Accidental Eccentricity consideration for Response Spectrum Analysis
in Basement Floors
Accidental Eccentricity for Response Spectrum
Analysis in basement floors can be considered
Load > Response Spectrum Analysis Data
> Response Spectrum Load Cases
by checking on the “Consider Eccentricity below
G.L” option.
This option is checked on as
default.

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
Old version Gen 2010
Vibration Mode Shape
Vibration Mode Shape Table

Transfer reactions of slave nodes 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.
Analysis > Main Control Data
[Checked on - When reactions of slave nodes are
transferred to the master node]
[Checked off - When reactions of slave nodes are
not transferred to the master node]

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]
1 st 2 nd 3 rd
[Buckling mode shape]
[Buckling mode shape table]

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
Old version Gen 2010

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]

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

Addition of Capacity Design as per NTC2008 and Eurocode8-1:2004
(1) Define design code:
Design > Concrete Design Parameter
> Design Code
(2-1)Perform Design :
Design > RC Strong-Column Weak-Beam Design
> Ductile Design/Ductile Checking
Design > Concrete Code Design
> Beam Design / Column Design / Wall Design
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 frameequivalent
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:
M 1.3 M
Rc
Rb
Gen 2010 provides automatic capacity design
to satisfy the specified ductility classes (DCM
and DCH for Eurocode8, CD “B” and CD “A” for
NTC2008).

Beam and Column Design forces for DCM & DCH as per Eurocode8-1:2004
Capacity design values of shear forces on beams
Capacity design shear force in columns
Where,
M Rb: Beam moment resistance
M Rc: Column moment resistance (calculated using same axial force
ratio in PM interaction curve)
M ce: Bending moment of column due to seismic load case
γ Rd: Factor accounting for overstrength

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

Beam and Column Design forces for DCM & DCH as per NTC2008
Capacity design values of shear forces on beams
Where,
M Rb: Beam moment resistance
M Rc: Column moment resistance
Capacity design shear force in columns
(calculated using same axial force ratio in PM interaction curve)
M ce: Bending moment of column due to seismic load case
γ Rd: Factor accounting for overstrength

Wall Design forces for DCM & DCH as per NTC2008
Wall systems
Dual systems
a h max l , h / 6
w w
l cr
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
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.

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.
Design Result Dialog box
Detailed Report
Graphic Report

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.
Design > Meshed Slab/Wall Design > Slab Flexural Design
Slab Shear Checking
Slab Serviceability Checking
Wall Design
Slab Flexural design : Required rebar area
Rebar type and Spacing
Text Output
Two-way Shear Check (Punching Shear Check)

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.
Design > Meshed Slab/Wall Design >
Slab/Wall Load Combination
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.
Design > Meshed Slab/Wall Design >
Design Criteria for Rebar

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
Design > Meshed Slab/Wall Design >
Slab Flexural Design
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:
•m xx
•m yy
•m xy
In order to calculate the design forces in the
reinforcement direction, angle α and φ will be taken
as shown in the figure on the right.
Where
x, y: local axis of plate element
1, 2: reinforcement direction
α: angle between local X-direction and reinforcement
direction 1
φ: angle between reinforcement direction 1 and
reinforcement direction 2

Firstly, internal forces (mxx, myy, and mxy) are transformed into the a-b coordinate system.
Then, Wood-Armer moments are calculated as follows:

Flexural design report, table, and update rebar
Design Result
Detailed calculation results are provided in the
detailed report.
Design > Meshed Slab/Wall Design >
Slab Flexural Design
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.
Detailed report
Update Rebar
Reinforcement resulting from flexural design are
automatically updated.
Meshed Slab Design Force table
Update Rebar

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

2
Smoothing
Design > Meshed Slab/Wall Design >
Slab Flexural Design
For practical design, smooth moment distributions
are preferred. By selecting the smoothing option,
the program can consider the smooth moment in
slab design.
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.
Average Nodal and Width smoothing
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.
2m
Avg. Nodal of EN33 =
(EN12+EN21+EN33+EN44)/4
Width 2m of EN33 =
(EN33+EN34+EN43+EN44)/4
(Example) Design force for Node. EN21
EN73
In one plate element, 4 internal forces exist. For the element
E2, member forces exist at the node EN21, EN22, EN23, and EN72
EN24. The following equations show how the smoothing
EN83
option works for the node EN21. (Assume that rebar
direction is selected as Angle 2 for Width smoothing
EN82
direction.)
(1) Element + Element: EN21
2m
(2) Avg. Nodal +Element: (EN12+EN21+EN33+EN44)/4
1
(3) Element + Width 2m: (EN11+EN12+EN21+EN22)/4
(4) Avg. Nodal + Width 2m: {(EN11+EN34+EN72+EN83)/4 + (EN12+EN21+EN33+EN44)/4
+ (EN22+ EN43+ EN51+EN64)/4 }/3

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.

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.
Design > Meshed Slab/Wall Design >
Slab Shear Checking
Punching shear calculation
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)
• Maximum shear stress calculation
Detailed report
Case 1.
v Ed : plate stress from analysis
Shear stress average by Element
average by Side
Shear stress at the critical perimeter
Shear stress
for each side

Case 2.
v
Ed
V
Ed
ud
i
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.

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.
Design > Meshed Slab/Wall Design >
Slab Serviceability Checking
Stress Checking
Crack Control
Deflection
Design > Meshed Slab/Wall Design >
Serviceability Parameters

Wall Design Design > Meshed Slab/Wall Design >
Wall design results are provided in contour, detailed
Wall Design
report, and design force table. Also, concrete stress
(σ cd ) can be checked with νf cd .
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

Drag & Drop
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

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 design
results by members are applied.
By updating Rebar, the most unfavorable
design results are applied for members
which have the same group.

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