midas civil- efficient design process as per eurocode 3

8/17/2019 Midas Civil- Efficient Design Process as Per Eurocode 3

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Chris JungCivil Engineer

MIDAS IT

October 14, 2014

Hotel Intercontinental ~~~~~

Efficient

design process as

per Eurocode 3 & BC 1 :

2012

Kapil Dev BansalCivil Engineer

MIDAS IT

October 14, 2014

Novotel, Singapore


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Efficient design process as per

Eurocode 3 & BC 1 : 2012

01

02

03

04

2

Overview

Analysis Requirements

Design Specifications

Design


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Efficient design process as per Eurocode 3 & BC 1 : 20123

Architectural concept design

Structural solution

Apply loads

Structural analysis

Combinations of actions

Design structural elements

Project documentation

Building Des

ign Workflow

Integrated DesignIn the same model file

Material• Steel

• Concrete

Member Type• RC Frame

• RC Slab

• Raft Footing

• Steel Frame

Material• Steel• Concrete

Member Type• RC Frame• RC Slab

• Raft Footing

• Steel Frame


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R e v i t S t r u c t u r e

m i d a s G e n

Section Mapping Dialog Box

Functions Revit Gen

L i n e a r

E l e m e n t s

Structural Column

Beam

Brace

Curved Beam >

Beam System >

Truss >

P

l a n a r

E l e

m e n t s

Foundation Slab

Structural Floor

Structural Wall

Wall Opening & Window >Door >

Vertical or Shaft Opening >

B o u n d a r y

Offset >

Rigid Link >

Cross-Section Rotation >

End Release >

Isolated Foundation Support >

Point Boundary Condition >

Line Boundary Condition >

Wall Foundation >

Area Boundary Condition >

L o a d

Load Nature >

Load Case >

Load Combination >

Hosted Point Load >

Hosted Line Load >

Hosted Area Load >

O t h e r s Material

Level >

Interface with Revit Structures


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Soil Structure Interaction

Point Spring Support

[Pile Spring Support] [Surface Spring Support]

• Linear

• Comp.-only

• Tens.-only

• Multi-linear type

• Nodal Spring

• Distributed Spring

Surface Spring Supports

Nonlinear characteristics of springsover the pile height are calculated

automatically.

The spring supports can be activated

/deactivated during the construction

stages


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01

02

03

04

6

Overview



Design


7/32Efficient design process as per Eurocode 3 & BC 1 : 2012

Material Properties

The Design Parameters, py and f y,

corresponding to different Steel Grades

as per BC1:2012

Material properties in BC1:2012BC1:2012 in midas Gen



Imperfections

Imperfections

Member Imperfections Adopt correct buckling curves in

member design

Global Imperfections Apply Notional Loads

Don’t Consider SwayHi ≥ 0.15 VEd

Consider SwayHi ≤ 0.15 Ved

Calculate Notional Loads using Hi = Φ NEdNEd should be considered with Dead Load

and Live Load



Notional Load

Calculation of ΦCalculation of Notional Load



Method of Analysis

Method of Analysis

Determine the sensitivity due to sway, αcr Perform Buckling Analysis Fcr /FcdPerform rigorous calculations (HEd/VEd)*(h/δHE,d)



Analysis Types

Seismic Analysis

Dynamic Analysis

• Free Vibration Analysis

• Response Spectrum Analysis

Pushover Analysis

• FEMA, Eurocode, Multi-Linear Hinge Properties

• RC, Steel, SRC, Masonry material types Time History Analysis

• Boundary Non Linear (Damper, Isolator, Gap, Hook)

• Inelastic Time History Analysis

Specialized Analysis

Other Analysis• Pre Stress Analysis

• Moving Load Analysis

Heat of Hydration Analysis• Thermo-elastic Analysis

• Maturity, Creep, Shrinkage, Pipe Cooling

Linear Static Analysis

Buckling Analysis• Linear Buckling Analysis using Eigen value analysis

• Non Linear Buckling Analysis

Geometric Nonlinear Analysis

• P-Delta Analysis

• Large Displacement Analysis

Material Nonlinear Analysis

• Plastic Analysis

• Structural Masonry Analysis

Construction Stage Analysis

• Time Dependent Material• Column Shortening Analysis (Elastic/Inelastic)

Floor Vibration AnalysisMaterial Nonlinear Analysis

Floor Vibration AnalysisPost-tensioning girder analysis

Construction Stage Analysis



Buckling Analysis

Linear BucklingTheoretical buckling strength using eigenvalueanalysis of structure which is idealized as elastic

Non-Linear Buckling Analysis Applied loading incrementally increases until a smallchange in load level causes a large displacement.

L o a d

F a c

t o r



Method of Analysis

Method of Analysis

Determine the sensitivity due to sway, αcr Perform Buckling Analysis Fcr /FcdPerform rigorous calculations (HEd/VEd)*(h/δHE,d)

αcr ≥ 10First Order Moments

αcr ≤ 10Second Order Moments

Magnify 1st order moments if • Single Story

• Multi-story if similar vertical, horizontal,

stiffness

Magnify moments due to:• Horizontal loads

• Notional loads

Magnify by factor:1/(1-1/αcr )

Second Order AnalysisP-δ, P- Δ Analysis is required



Geometry Non-Linear Analysis

Large Displacement effect

Deformed configuration is considered when

assembling the equilibrium equations.

Second Order Analysis

P-δ effect

P-small-delta, is associated with local deformation

relative to the element chord between end nodes.

P- Δ effect

P-big-delta, is associated with displacements

relative to member ends.


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01

02

03

04

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Overview



Design



Load Combination Generation

Orthogonal Effect in Load CombinationsEditing auto generated load combinations



Definition of Frame

`

`

Auto calculation of effective length factor



Definition of Frame

Automatic Member Definition

Member Assignment

Unbraced Length

Ly

Ly

Lz

Lz

K yK z

Example 1Example 2



Laterally Unraced 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.

Laterally unbraced lengthLateral Torsional Buckling

ba

ba

Laterally unbraced length = a + b


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01

02

03

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Overview



Design



Applicable Sections for ULS

Section Shape

LIMIT STATES

YieldingFlexural

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



Star-battened Section

• New sectiondatabase for star-battenedsection is implemented. Same DB sections as angle type areused.

• Steel designas per EN1993-1-1:2005are implemented for compressionverification.

• Compression yielding checks and buckling checks are provided.

2-Angel Section Data Steel Code Checking



Classification of Sections

Section Classification

Axial Resistance

Shear Resistance

Bending Resistance

Lateral Torsional Buckling

Forces Interaction

Design Report

Classification Criteria


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ULS - Axial Resistance

• Design compression resistance

Axial Yielding

For class 1,2 & 3 cross sections

For class 4 cross sections

• Design tension resistance


Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report

Axial Buckling Resistance• Slenderness of member

Class 1, 2 and 3 Class 4

• Limiting Slenderness Ratio

• Design buckling strength


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ULS - Shear Resistance

Shear YieldingBuckling Resistance of members in shear Section Classification

Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report


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ULS - Bending Resistance

Design bending resistance• For class 1 & 2 cross sections

• For class 3 cross sections

• For class 4 cross sections


Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report


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• Slenderness of member

Factors for calculating critical moment

ULS – Lateral Torsional Buckling Resistance

• Design buckling resistance

• Limiting Slenderness Ratio


Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report


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Members in combined bending, axial & shear

ULS – Force Interaction

Members in Combined bending & axialMembers in combined Bending and Shear The effect of shear force on moment resistance is consideredWhere the shear force is less than half the plastic shear resistance,

its effect on the moment resistance is neglected

VEd ≥ 0.5Vpl,Rd


Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report


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Graphical Results

Steel Checking – Design Report


Axial Resistance

Shear Resistance

Bending Resistance


Forces Interaction

Design Report

Tabular ResultsDetailed Report

Graphic Report

Change a steel section


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Steel Optimal Design

All the sections within ± 5% of the

entered dimensions are examined for

strength verification.

If the entry is "0", all dimensions aresearched.

• Built Up section can be optimized by providing available plate thickness.

• Sections can be optimized within provided section database.

• Section shapes can be changed during optimization.

• Sections can be optimized within user provided limits (User can restrict Depth, Width or Thickness)

User Control on Member Selection


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Building Design Procedure: Summary

Actions and Combinations

•Exposure class

•Permanent action

•Variable actions

•Wind load

•Seismic load

•Dynamic load

•Load combinations

General considerationsand Analysis

•Exposure class

•Fire resistance

•Imperfections

•Ductile failure

•Panel zone effect

•Non-linear analysis (g

eometric or material)

•Response Spectrum

•Time History Analysis

•Capacity Design

Slab Design

•Flexure

•Shear / Punching

•Deflection

•Detailing

Beam Design

•Flexure

•Shear

•Deflection

•Detailing

Column Design

•Slenderness

•Axial + Bending

•Detailing

Wall Design

• As columns

• Fire resistance*

• Bending about wea

k axis

• Detailing*

Documentation

• Design parameters

• Results:

graphs,

tables,

charts

• Design:

critical elements,

design checks,

calculations

• Project report

• Drawings

*(Dshop)*


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Thank You

midas civil- efficient design process as per eurocode 3

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