Eurocode Design midas Gen

Introduction

02

RC Design

06

RC Frame & Wall Design

06

RC Capacity Design

27

Meshed Slab & Wall Design

37

Steel Design

43

Steel Code Check

43

Steel Optimal Design

56

General Section Designer

58

BIM

63

1

Design Procedure

About midas Gen

One Stop Solution for Building and General Structures

Seismic Specific Functionality • • • • • • •

Static Seismic Loads Response Spectrum Analysis Time History Analysis (Linear & Non-linear) Base Isolators and Dampers Pushover Analysis Fiber Analysis Capacity Design: Eurocode 8, NTC2008

Comprehensive Design • RC Design: ACI318, Eurocode 2 & 8, BS8110, IS:456 & 13920, CSA-A23.3, GB50010, AIJ-WSD, TWN-USD, • Steel Design: AISC-ASD & LRFD, AISI-CFSD, Eurocode 3, BS5950, IS:800, CSA-S16, GBJ17 & GB50017, AIJ-ASD, TWN-ASD & LSD, • SRC Design: SSRC, JGJ138, CECS28, AIJ-SRC, TWN-SRC • Footing Design: ACI381, BS8110 • Slab & Wall Design: Eurocode 2 • Capacity Design: Eurocode 8, NTC2008

High-rise Specific Functionality • 3-D Column Shortening Reflecting change in Modulus, Creep and Shrinkage • Construction Stage Analysis accounting for change in geometry, supports and loadings • Building model generation wizard • Automatic mass conversion • Material stiffness changes for cracked section

Intuitive User Interface • • • • •

Works Tree (Input summary with powerful modeling capabilities) Models created and changed with ease Floor Loads defined by area and on inclined plane Built-in Section property Calculator Tekla Structures, Revit Structures & STAAD interfaces

2

Design Procedure


Design functions in midas Gen

Design Type

Steel

Steel : Steel code check Steel Optimal Design / Displacement Optimal Design

RC

Concrete : Concrete code design Concrete code check RC Capacity Design Meshed Slab/ Wall Design

Footing : design Footing

3

Design Procedure

Introduction


Available Design Code Gen 2013 (v2.1) RC Design

Steel Design

SRC Design

ACI318

AISC-LRFD

SSRC79

Eurocode 2, Eurocode 8

AISC-ASD

JGJ138

BS8110

AISI-CFSD

CECS28

IS:456 & IS:13920

Eurocode 3

AIJ-SRC

CSA-A23.3

BS5950

TWN-SRC

NTC

IS:800

AIK-SRC

GB50010

CSA-S16

KSSC-CFT

AIJ-WSD

GBJ17, GB50017

Footing Design

TWN-USD

AIJ-ASD

ACI318

AIK-USD, WSD

TWN-ASD, LSD

BS8110

KSCE-USD

AIK-ASD, LSD, CFSD

Slab Design

KCI-USD

KSCE-ASD

Eurocode 2

KSSC-ASD

Design+ for Eurocode - Releasing in Nov, 2013 Batch Wall Combined Footing

4

Design Procedure

Introduction


Eurocode Implementation Status

Concrete Material DB

Eurocode 2:2004

Steel Material DB

Eurocode 3:2005

Steel Section DB

UNI, BS, DIN

Static Wind load

Eurocode 1:2005

Static Seismic Load

Eurocode 8:2004

Response Spectrum Function

Eurocode 8:2004

Material DB Section DB

Load

Masonry Pushover

Pushover Analysis

Design

OPCM3431

RC Pushover

Eurocode 8:2004

Steel Pushover

Eurocode 8:2004

Load Combination

Eurocode 0:2002

Concrete Frame Design (ULS & SLS)

Eurocode 2:2004

Concrete Capacity Design

Eurocode 8:2004 NTC 2012

Steel Frame Design (ULS & SLS)

Eurocode 3:2005

Slab/Wall Design (ULS & SLS)

Eurocode 2:2004

5


Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

6

Design Procedure



General Design Parameter– Definition of Frame

Design > General Design Parameter > Definition of Frame

`

 Auto calculation procedure for effective length factor (1) Calculate the stiffness, S (=EI/L), of the members which are connected to the ‘Member a’. Fixed joint: S = (1/1.5)* EI/L Hinge: S= (1/2.0)* EI/L Where, E: Modulus of elasticity I: Moment of inertia of section L: Span length of flexural member measured from center to center of joints

(2) Calculate Ψi and Ψj. Ψ is the ratio of Σ(EI/lc) of compression members to Σ(EI/l) of flexural members in a plane at one end of a compression member.

` (3) Calculate the solution, X, in the stability equation below. Braced / Non-sway frames

Unbraced / Sway frames

Where, Ψ: Ratio of Σ(EI/lc) of compression members to Σ(EI/l) of flexural members in a plane at one end of a compression member. (4) Calculate the effective length factor, K

7

Design Procedure



General Design Parameter – Member Assignment Design > General Design Parameter > Member Assignment

When one member is divided into several elements, separate elements can be designed as one member using the Member Assignment function. Member Assignment results can be displayed as Contours by checking on the ‘Member’ option in the Design tab of the Display dialog.

8

Design Procedure



General Design Parameter – Unbraced Length Design > General Design Parameter > Unbraced Length

 Axial forces or bending moments are calculated using the unbraced lengths for buckling about the strong (y-axis) and weak (z-axis) axes of the selected compression members when the members are under the loads. Slenderness ratio about the strong axis: (KL/r)y = (Ky  Ly) / roy Slenderness ratio about the weak axis: (KL/r)z = (Kz  Lz) / roz x Where,

z y

Ly, Lz : Unbraced length about the strong and weak axes Ky, Kz : Effective length factor about the strong and weak axes roy, roz : radius of gyration of area about the strong and weak axes

 When members are defined by Member Assignment, Unbraced lengths about the strong axis (y-Axis) and weak axis (z-Axis) are automatically calculated by the program considering the connectivity of the members (e.g. connections and support conditions)

9

Design Procedure



General Design Parameter – Laterally Unbraced Length Design > General Design Parameter > Unbraced Length

 The laterally unbraced length is the unbraced length for lateral buckling about the element’s local x-axis when the members are under the axial loads. The laterally unbraced length is required to calculate the design flexural strength considering lateral buckling.

Neutral axis in shear

a

b

Laterally unbraced length : a + b

Fig 1. Lateral torsional buckling

Fig 2. Laterally unbraced length

10

Design Procedure



Beam Design – Rigid End Offset

 Beam End Offset Define Rigid End Offset Distance or take into account the Joint Eccentricity with respect to the GCS or element's local coordinate system at both ends of beam elements.  Panel Zone Effect Automatically consider the stiffness effects of the Panel Zone where column members and girder members (horizontal elements connected to

columns) of steel structures are connected. Panel Zone Effects are reflected in the beam elements.

11

Design Procedure



RC Design Limitation (Section)

Available Section Types

12

Design Procedure



Generate Load Combination Results > Load Combination

 General Tab Combine unit load cases to evaluate serviceability or analysis results irrespective of design codes.  Concrete Design Tab Enter the load combinations for designing RC members according to the RC design codes.

13

Design Procedure



Load Combination Type and Serviceability Parameter

Load cases will be classified as Characteristic, Frequent, or Quasi-permanent, and they will be automatically classified when using Auto-generation. Short/Long term Load Case is assigned to compare them with proper allowable stresses.

14

Design Procedure



Partial Safety Factors

[Partial Safety Factor for Concrete]

[Partial Safety Factor for Steel]

15

Design Procedure



Difference between Design and Checking

Design Based on the section size and the factored load obtained from the most unfavorable load combination, rebar data such as rebar size and spacing are determined. Therefore, design can be performed when the section size is determined without rebar data.

Checking Strength verification can be performed by automatic design or by using the information of rebars (diameter, number and design parameters) entered by the user. The results appear in blue when the strength verifications for the given section properties and rebars are satisfactory, otherwise they appear in red.

Rebar Input •Automatic Design by Gen •Manual Calculation

Design

•Automatic Rebar update •Modify Rebar Input Data

•Strength Verification with Updated Rebars

Check

16

Design Procedure



Ultimate Limit State Design (1) Bending without axial force:

17

Design Procedure



Ultimate Limit State Design (2) Bending with axial force:

18

Design Procedure



Ultimate Limit State Design (3) Bending with axial force:

• Considering second order effect in analysis

19

Design Procedure



Ultimate Limit State Design (3)

20

Design Procedure



Ultimate Limit State Design (4) Shear force:

21

Design Procedure



Detailing of Members (1) The following conditions are applied to Beam design:

The following conditions are applied to Column design:

22

Design Procedure



Detailing of Members (2) The following conditions are applied to Wall design:

23

Design Procedure



Check Design Results

[PM Curve]

[Design Result Dialog Box]

[Graphic Report]

[Detail Report]

24

Design Procedure



Rebar Input & Modification

25

Design Procedure



Section for Design Design > Section for Design

`

 When the members are overstressed, a different section size can be applied for the design without performing the analysis again.  In order to see the effect of the modified section data in the design result, re-perform the design.

26


Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

27

Design Procedure

Meshed slab and wall design


Meshed slab and wall design • • • • •

Slab and wall design for meshed plate elements as per Eurocode2-1-1:2004 Slab design for non-orthogonal reinforcement directions based on the Wood-Armer formula Smooth moment and shear forces Automatic generation of Static wind and seismic loads for flexible floors Detailing for local ductility

Slab flexural design

Punching shear check result

Slab serviceability checking

Wall design

28

Design Procedure



Slab Flexural Design

The following results are provided from flexural design: Rebar spacing and diameter Required rebar area Required rebar ratio Resistance ratio Wood-Armer Moment

Detailed Report and Wood-Armer Moment Table

Slab Flexural design : Required rebar area

Rebar type and Spacing

29

Design Procedure



Slab/Wall Rebars for Checking

Slab/Wall Rebars for Checking Define reinforcement direction

30

Design Procedure



Wood-Armer moment From the analysis results, following plate forces about the local axis are calculated: mxx, myy, mxy In order to calculate design forces in the reinforcement direction, angle α and φ will be taken as following figure:

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:

31

Design Procedure



Punching Shear Checking

Case 1.

• Punching shear check results at the critical perimeter of slab supports or the loaded points of concentrated loads • One-way shear check results along the user-defined Shear Check Lines

Case 2.

vEd : plate stress from analysis

v Ed  

VEd uid

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)

Shear stress for each side

Detailed report

Shear stress at the critical perimeter

32

Design Procedure



Punching Shear Check 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)

33

Design Procedure



Slab Serviceability Check

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.

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. Crack Control

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.

Deflection

34

Design Procedure



Cracked Section Analysis

• Cracked section analysis for deflection check • Long-term effect considering creep coefficient

M M M   (1  ) EIeff EIcr EIg 1 1 1    (1   ) Ieff Icr Ig

  1  (

Mcr 2 ) M

'   0.5' is applied (long  termloading).

M cr 

f ctm bh 2 6

Icr  As (d  d c ) 2

dc 

Es 1 3  bd c Ec 3

As Es  (As Es ) 2  2bAs Es E c,eff d bE c,eff

Deflection Check Results by Cracked Section Analysis

35

Design Procedure



Wall Design

Wall design results are provided in contour, detailed

Members requiring reinforcement

report, and design force table. Also, concrete stress (σcd)

In locations where σEdy is tensile or σEdx ⋅ σEdy ≤ τ2Edxy

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

Members not requiring reinforcement In locations where σEdx and σEdy are both compressive and σEdx ⋅ σEdy > τ2Edxy

Limitation in concrete stress σcd ≤ νfcd 36

RC Capacity Design

Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

37

Design Procedure

RC Capacity Design


Seismic Design procedure as per EN1998-1:2004

Performance Requirement Ground Condition Seismic Action

•Seismic Zone •Representation of seismic action

Combination of Seismic Action Criteria for Structural Regularity Seismic Analysis

[Method of Analysis] •Lateral Force method of Analysis •Modal Response Spectrum Analysis •Pushover Analysis •Inelastic Time History Analysis

Safety Verification Capacity Design & Detailing

38

Design Procedure

RC Capacity Design


Capacity Design Feature • • • •

structures to provide the appropriate amount of ductility in the corresponding ductility classes. Automatic capacity design capability for beam, column, wall and beam-column joint EN 1998-1: 2004 (DCM/DCH), NTC2008 (CD “B”, CD “A”), ACI318-05 Design action effects are calculated in accordance with the capacity design rule. Special provision for ductile primary seismic walls is considered. • Detailing for local ductility is considered. - max/min reinforcement ratio of the tension zone - the spacing of hoops within the critical region - mechanical volumetric ratio of confining hoops with the critical regions

Capacity design shear forces on beams

Define ductility class and check design results

Design envelope moments in walls

39

Design Procedure

RC Capacity Design


Design member forces (Design moments)

Where, MRb: Beam moment resistance Mce : column member force due to seismic load case

40

Design Procedure

RC Capacity Design


Design member forces (Design shear forces)

Capacity design values of shear forces on beams

Where, MRb: Beam moment resistance MRc: Column moment resistance (calcul ated using same axial force ratio in PM interaction curve) Mce: Bending moment of column due to seismic load case

Capacity design shear force in columns

41

Design Procedure

RC Capacity Design


Design member forces (Wall design forces)

Wall systems

Dual systems

Design envelope for bending moments in slender walls

Design envelope of the shear forces in the walls of a dual system

42

Steel Code Check

Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

43

Design Procedure

Steel Code Check


Applicable Sections of Ultimate Limit State Check Limitation

Limit States Cross section

Yielding

Flexural Buckling

Doubly Symmetric

√

Singly Symmetric

Shear Buckling

LTB

Strong axis

Weak axis

√

√

N/A

√

√

√

√

N/A

N/A

Box

√

√

√

√ (2)

N/A

Angle

√

√

N/A

N/A

N/A

Channel

√

√

√

N/A

N/A

Tee

√

√

N/A

N/A

N/A

Double Angle

√

√

N/A

N/A

N/A

Double Channel

√

√

√

N/A

N/A

Pipe

√

√

N/A

N/A

N/A

Solid Rectangle

√

√

N/A

N/A

N/A

Solid Round

√

√

N/A

N/A

N/A

U-Rib

N/A

N/A

N/A

N/A

N/A

I section

44

Design Procedure

Steel Code Check


Ultimate Limit State Design (1) Resistance of cross-sections:

45

Design Procedure

Steel Code Check



46

Design Procedure

Steel Code Check



47

Design Procedure

Steel Code Check


Steel Checking– Design Results

 Change

Propose sections satisfying the selected element conditions.

48


Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

49

Design Procedure



Steel Optimal Design – Design Results  As shown in the Optimal Design Result (Average Ratio) graph, average ratio of column members is about 0.4 since all the sections within ±5% of the entered dimensions are examined for strength verification. Therefore, we will reduce the section dimension and re-perform Steel Optimal Design.

All the sections within ±5% of the entered dimensions are examined for strength verification. If the entry is "0", all dimensions are searched.

50


Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

51

Design Procedure



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. • Calculation of Safety Ratio based on the member forces. • Generation of Moment-Curvature curve.

• Plot of Stress Contours for all the cross-section. • All the above features are supported for  RC Sections

3D PM Interaction curve

 Steel Sections  Composite Sections

Moment- Curvature

Stress Contour

52

Design Procedure



Generating Report • Report in MS-Excel format is generated on clicking [Report] button in any of the result pages. • It is saved in the same folder as that of the model file. • Any item can be added to the report by clicking the [Report] button.

53

Design Procedure



Importing AutoCAD dxf files Shapes created in AutoCAD can be imported into GSD to create sections. Rebar coordinates can also be imported as a separate layer.

54

Design Procedure



Link between midas Gen to GSD Connect a link with midas Gen or Civil to import a cross-section shape, material properties, and member forces for the desired element position. The user can also export section properties and cross-section shape of a general section from GSD to mdias Gen or Civil. midas GSD can import the following types of the sections from midas Gen and Civil: DB/User, Value, SRC, and Tapered type sections.

55

Building Information Modeling

Introduction

02

RC Design

06


06

RC Capacity Design

27


37

Steel Design

43

Steel Code Check

43


56


58

BIM

63

56



Revit interface 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

57



58



Applicable data for MIDAS Link for Revit Structure Category

Material

Section

Features

Revit to midas Gen

Concrete

v

Steel

v

Pre Cast Concrete

v

Concrete

v

Steel

v

SRC

N/A

Category

Boundary

Features

Revit to midas Gen

Support(Hinge, Roller, Fixed)

v

Beam End Release

v

Section Offset

N/A

Self Weight

N/A

Dead Load

v

Live Load

v

Wind Load

v

Seismic Load

v

Temperature Load

v

Snow Load

v

Accidental Load

v

Vertical Column

v

Inclined Column

v

Straight Beam

v

Curved Beam

v

Inclined Beam

v

Straight Wall

v

Curved Wall

v

Live Load on the roof

v

Inclined Wall

v

Point Load , Hosted Point Load

v

Masonry Wall

N/A

Line Load , Hosted Line Load

v

Wall Opening

v

Area Load

v

Brace

v

Hosted Area Load

N/A

Truss(Top chord, Bottom chord, and Web)

v

Load Combination

v

Column

Beam

Member Wall

Slab

v (Import only)

Static Load

Load Combination

59



What is Updated from midas Gen to Revit Structure

Sections  If assigned section is changed to the other section pre-defined in the model, the corresponding element in Revit will be updated accordingly.  If assigned section is changed to the other section newly added in midas Gen, the corresponding element in Revit will be assigned to a default section (arbitrary section which has a same material type in a model).

Delete Elements If an element is deleted in midas Gen, the corresponding element in Revit will be deleted accordingly.

Move Elements If an element is moved in midas Gen, the corresponding frame element or column in Revit will be moved accordingly.

Add Elements If a beam element (solid box section only) is newly added, a corresponding element in Revit will be added accordingly.

Change Beta-Angle If beta-angle in a beam element is changed, a corresponding element in Revit will be updated 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).

60

Eurocode Design midas Gen

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