eurocode design and bim_sg

1

Introduction

RC Design

RC Frame & Wall Design

RC Capacity Design

Meshed Slab & Wall Design

Steel Design

Steel Code Check

Steel Optimal Design

General Section Designer

BIM

02

06

06

27

37

43

43

56

58

63

2

One Stop Solution for Building and General StructuresDesign Procedure About midas Gen

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

One Stop Solution for Building and General Structures

3

Design functions in midas Gen

Design Type

Steel : Steel code check

Steel Optimal Design / Displacement Optimal Design

Concrete : Concrete code design

Concrete code check

RC Capacity Design

Meshed Slab/ Wall Design

Footing : design

Steel

RC

Footing

Design Procedure


4

Design Procedure Introduction

Available Design Code

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

Batch Wall

Combined Footing

Gen 2013 (v2.1)

Design+ for Eurocode - Releasing in Nov, 2013


5

Design Procedure

Eurocode Implementation Status

Introduction

Material DBConcrete Material DB Eurocode 2:2004

Steel Material DB Eurocode 3:2005

Section DB Steel Section DB UNI, BS, DIN

Load

Static Wind load Eurocode 1:2005

Static Seismic Load Eurocode 8:2004

Response Spectrum Function Eurocode 8:2004

Pushover Analysis

Masonry Pushover OPCM3431

RC Pushover Eurocode 8:2004

Steel Pushover Eurocode 8:2004

Design

Load Combination Eurocode 0:2002

Concrete Frame Design (ULS & SLS) Eurocode 2:2004

Concrete Capacity DesignEurocode 8:2004

NTC 2012

Steel Frame Design (ULS & SLS) Eurocode 3:2005

Slab/Wall Design (ULS & SLS) Eurocode 2:2004

6


Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


7

Design Procedure

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/LHinge: S= (1/2.0)* EI/LWhere, E: Modulus of elasticity

I: Moment of inertia of sectionL: 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 membersin 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 planeat one end of a compression member.

(4) Calculate the effective length factor, K

General Design Parameter– Definition of Frame

`

`

Design > General Design Parameter

> Definition of Frame



8

Design Procedure

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.

General Design Parameter – Member Assignment



9

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

Where,

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)

x

y

z



10

Design Procedure

General Design Parameter – Laterally Unbraced Length

Design > General Design Parameter > Unbraced Length

Neutral axis in shear

Fig 1. Lateral torsional buckling Fig 2. Laterally 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.

a b

Laterally unbraced length : a + b



11

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.



12

Design Procedure

RC Design Limitation (Section)

Available Section Types



13

Design Procedure

Generate Load Combination

General TabCombine unit load cases to evaluate serviceability or analysis resultsirrespective of design codes.

Concrete Design TabEnter the load combinations for designing RC members according to the RCdesign codes.

Results > Load Combination



14

Design Procedure

Load Combination Type and Serviceability Parameter


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


15

Design Procedure

Partial Safety Factors


[Partial Safety Factor for Concrete] [Partial Safety Factor for Steel]


16

Design Procedure

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.

Difference between Design and Checking

•Automatic Design by Gen

•Manual Calculation

Design

•Automatic Rebar update

•Modify Rebar Input Data

Rebar Input•Strength Verification with Updated Rebars

Check



17

Design Procedure

Bending without axial force:

Ultimate Limit State Design (1)



18

Design Procedure

Bending with axial force:




19

Design Procedure

Bending with axial force:



• Considering second order effect in analysis


20

Design Procedure RC Frame & Wall Design



21

Design Procedure

Shear force:




22

Design Procedure

Detailing of Members (1)

The following conditions are applied to Beam design:

The following conditions are applied to Column design:



23

Design Procedure

Detailing of Members (2)

The following conditions are applied to Wall design:



24

Design Procedure

[Detail Report]

[Graphic Report]

Check Design Results

[PM Curve]


[Design Result Dialog Box]


25

Design Procedure

Rebar Input & Modification



26

Design Procedure

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.

Design > Section for Design

`

Section for Design


27


Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


28

Design Procedure

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

Wall design

Slab serviceability checking

Punching shear check result

Slab flexural design



29

Design Procedure

Slab Flexural design : Required rebar area Rebar type and Spacing

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


30

Design Procedure

Slab/Wall Rebars for Checking

Slab/Wall Rebars for CheckingDefine reinforcement direction



31

Design Procedure

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 element1, 2: reinforcement directionα: angle between local x-direction and reinforcement direction 1φ: angle between reinforcement direction 1 and reinforcement direction 2

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

Wood-Armer moment

Then, Wood-Armer moments are calculated as follows:



32

Design Procedure

Punching Shear Checking


• 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 1. vEd : plate stress from analysis

EdEd

i

Vv

u d Case 2.

Shear stress for each side

Detailed report

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 at the critical perimeter


33

Design Procedure

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)

Punching Shear Check



34

Design Procedure

Slab Serviceability Check


Stress Checking

Crack Control

Deflection

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.


35

Design Procedure

Cracked Section Analysis

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

Deflection Check Results by Cracked Section Analysis


eff cr g

M M M(1 )

EI EI EI

eff cr g

1 1 1(1 )

I I I

2crM1 ( )

M

' 0.5' is applied(long termloading).

2

ctm

cr

f bhM

6

32 s

cr s c c

c

E 1I A (d d ) bd

E 3

2

s s s s s s c,eff

c

c,eff

A E (A E ) 2bA E E dd

bE


36

Design Procedure

Wall Design


Members requiring reinforcement

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

Members not requiring reinforcement

In locations where σEdx and σEdy are both compressive and σEdx ⋅ σEdy > τ2

Edxy

Limitation in concrete stress

σcd ≤ νfcd

Wall design results are provided in contour, detailed

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

can be checked with νfcd.

The following results are provided from wall design:

Rebar spacing and diameter

Required rebar area & Required rebar ratio

Resistance ratio

37

RC Capacity Design

Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


38

Design Procedure

Seismic Design procedure as per EN1998-1:2004

RC Capacity Design

Performance Requirement

Ground Condition

Seismic Action

Combination of Seismic Action

Criteria for Structural Regularity

Seismic Analysis

Safety Verification

Capacity Design & Detailing

•Seismic Zone•Representation of seismic action

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


39

Design Procedure

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

RC Capacity Design


40

Design Procedure

Design member forces (Design moments)

Where,

MRb: Beam moment resistance

Mce : column member force due to seismic load case

RC Capacity Design


41

Design Procedure

Design member forces (Design shear forces)

Capacity design values of shear forces on beams

Capacity design shear force in columns

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

RC Capacity Design


42

Design Procedure

Design envelope for bending moments in slender walls Design envelope of the shear forces in the walls of a dual system

Design member forces (Wall design forces)

Wall systems Dual systems

RC Capacity Design

43

Steel Code Check

Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


44

Design Procedure

Applicable Sections of Ultimate Limit State Check Limitation

Steel Code Check

Cross section

Limit States

Yielding Flexural Buckling

Shear BucklingLTB

Strong axis Weak axis

I sectionDoubly Symmetric √ √ √ N/A √

Singly Symmetric √ √ √ 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


45

Design Procedure

Resistance of cross-sections:


Steel Code Check


46

Design Procedure



Steel Code Check


47

Design Procedure



Steel Code Check


48

Design Procedure

Steel Checking– Design Results

Change

Propose sections satisfying the selected element conditions.

Steel Code Check

49


Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


50

Design Procedure

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.

Steel Optimal Design – Design Results


51


Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


52

Design Procedure

• 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

Steel Sections

Composite Sections

Scope of GSD


Stress Contour

Moment- Curvature

3D PM Interaction curve


53

Design Procedure General Section Designer

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.


54

Design Procedure

Shapes created in AutoCAD can be imported into GSD to create sections.

Rebar coordinates can also be imported as a separate layer.


Importing AutoCAD dxf files


55

Design Procedure General Section Designer

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.

56

Building Information Modeling

Introduction

RC Design


RC Capacity Design


Steel Design

Steel Code Check



BIM

02

06

06

27

37

43

43

56

58

63


57

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

Revit interface



58



59

Category FeaturesRevit to

midas Gen

Material

Concrete v

Steel v

Pre Cast Concrete v

Section

Concrete v

Steel v

SRC N/A

Member

ColumnVertical Column v

Inclined Column v

Beam

Straight Beam v

Curved Beam v

Inclined Beam v

Wall

Straight Wall v

Curved Wall v

Inclined Wall v

Masonry Wall N/A

Wall Opening v

Brace v

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

Slab v (Import only)


Category FeaturesRevit to

midas Gen

Boundary

Support(Hinge, Roller, Fixed) v

Beam End Release v

Section Offset N/A

Static Load

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

Live Load on the roof v

Point Load , Hosted Point Load v

Line Load , Hosted Line Load v

Area Load v

Hosted Area Load N/A

Load Combination

Load Combination v

Applicable data for MIDAS Link for Revit Structure


60


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).

eurocode design and bim_sg

Documents

steel pushover eurocode

eurocode releasing

steel material db eurocode

bs8110 slab wall design

twnsrc footing design

static seismic load

twnasd lsd

wsd twnasd