Lotte World Tower

0

C Column-

Shortening

Midas Gen One Stop Solution for Building and General Structures

19 November 2013 Midas IT, HyeYeon Lee [email protected]

1

C Column-

Shortening Contents

I. Introduction in Column Shortening

II. Column Shortening of Lotte World Tower

III. midas Gen Introduction

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m midas Gen

Introduction

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 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

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

Introduction

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m midas Gen

Introduction multi-storey reinforced concrete structure Introduction

4

C Column-

Shortening Contents




5

C Column-

Shortening

Construction Stage Analysis

Why Construction Stage Analysis?

Dead Load is Sequential Loading.

Time Dependent Material Properties (Elastic Modulus, Creep, and Shrinkage)

Compensation for Differential Column Shortening

Construction Sequence

Self weight of slab

Other Dead Loads (Partitions, Finishes)

Completed Structure

Dead Load + Live Load

Wind

Earthquake

LL,WL,EQ Acts

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C Column-

Shortening

Construction Stage Analysis

End Moment of Girder by Stories (Wall Connection)

Steel Concrete

Elastic Creep

Shrinkage

19.6 - -

6.1 4.6 6.1

Total 19.6 16.8

Shortenings of an 80-story column (cm)

Comparison between with and without considering sequential loading

7

C Column-

Shortening

High-rise Considerations

Wind Induced acceleration control

Optimum Structure System

Construction Joint management

Lateral-Displacement control

Concrete Pumping Technology

Health Monitoring

Compensation for Differential Shortening

High performance Concrete Spalling

Structural safety aspects Usability aspects

Increase construction cost due to additional stress in outrigger and mega column

Safety verification due to the tilt of tower

Safety of joint members

Deformation of members due to Additional stress

Safety verification of slab due to deferential shortening

Safety of Elevator operation due to tower tilt

Deformation and failure of curtain wall and exterior

materials

Deformation and failure of Vertical piping

Reverse Inclination of Drainage Piping System

Serviceability problems due to slope on the slab

Breakage of finishes

Deformation of Vertical Piping System

Elevators safety due to towers tilt Additional Stress of Outrigger

Effects of Column Shortening

Decline of construction quality by over or less-reinforced rebar

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C Column-

Shortening

Effects of Column Shortening

Deformation and breakage of Facades, windows & Parapet walls

Reverse Inclination of Drainage Piping System

Deformation of Vertical Piping System

Deformation and breakage of internal partitions

9

C Column-

Shortening

1

12

Initial Curing

Column Shortening in Concrete Structures = Elastic Deformation 1 + Inelastic Deformation 2

Inelastic Shortening: 1 ~ 3 times of Elastic Shortening

Types of Inelastic Shortening: Shrinkage, Creep

Conc

Vertical

Member

Pre-slab Installation shortening

Core wall Column

Core Shortening Column

Shortening

< Deferential Deformation >

Deferential Shortening

Tower Deformation

Deformation of the tower is a naturally occurring depending on material, construction method Vertical Deformation: Vertical Shortening / Settlement / Construction Errors Horizontal Deformation: Differential Shortening / Settlement Uneven load due to construction method Asymmetric floor plan / Construction errors

Horizontal Deformation

Vertical Deformation

With Time

Column Shortening

Reasons of Column Shortening

10

C Column-

Shortening

Steel Structures - Linear elastic Behavior

Stress Strain Strain is constant for a given Stress during loading & unloading

E = ( / )

L = (PL/A E)

Concrete Structures - Nonlinear Inelastic Behavior

- But in general Analysis and design behavior of concrete is treated as linear elastic material

Neither Stress Strain Nor Strain is constant for a given Stress During loading & unloading

Elastic Strain + Inelastic Strain

Elastic and Inelastic Column Shortening


11

C Column-

Shortening

Two basic prerequisites for accurately and efficiently predicting these effects are

Reliable Data for the creep and shrinkage characteristics of the particular concrete mix Analytical procedures for the inclusion of these time effects in the design of structure.

Some of the popular predictive methods for predicting creep and shrinkage strains are

Eurocode ACI 209 -92 Bazant Bewaja B3 CEB FIP (1978, 1990) PCA Method (Mark Fintel) GL 2000 (Gardner and Lockman)

Column Shortening Elastic and Inelastic Column Shortening

12

C Column-

Shortening

The total strain at any time t may be expressed as the sum of the instantaneous, creep and shrinkage components:

Where, e (t) = Instantaneous strain at time t, c (t) = Creep strain at time t, sh (t) = Shrinkage strain at time t.


13

C Column-

Shortening

The instantaneous strain in concrete at any time t is expressed by (t) = Stress at time t,

Ec(t) = Elastic modulus of concrete at time t, given by

Ecm: Secant modulus of elasticity of concrete at an age of 28 days

fcm(t): Mean value of concrete cylinder compressive strength at an age of t days

fcm: Mean value of concrete cylinder compressive strength at an age of 28 days

cc(t): Coefficient which depends on the age of the concrete t

s: Coefficient which depends on the type of cement, 0,20 or 0,25 or 0,38


14

C Column-

Shortening

Inelastic Shortening = Creep + Shrinkage Shrinkage Creep

As per EN1992-1-1:2004, the total shrinkage strain is composed of two components, the drying shrinkage strain and the autogenous shrinkage strain.

Drying Shrinkage(cd) is due to moisture loss in concrete. Autogenous Shrinkage(ca) is caused by hydration of cement.

Creep is time-dependent increment of strain under sustained stress.

Basic creep occurs under the condition of no moisture movement to and from the environment.

Drying creep is the additional creep caused by drying. Drying creep has its effect only during the initial period of load.

Column Shortening

As per EN1992-1-1:2004, the creep deformation of concrete is predicted as follows:

Where,

t0 = Age of the concrete at first loading in days

Ec= Tangent modulus, 1.05Ecm

c = Constant compressive stress at time t=

Where,

kh = coefficient depending on the notional size h0

t = age of the concrete at the moment considered

ts = age of the concrete (days) at the beginning of drying shrinkage

Elastic and Inelastic Column Shortening

15

C Column-

Shortening Influence Factors of Creep and Shrinkage

Type Influence Factors Variables

Concrete Properties (Creep & Shrinkage)

Concrete Composition

Water Cement ratio Mixture Proportions Aggregate Characteristics Degrees of Compaction

Curing Curing Condition Curing Temperature

Member Geometry and Environment Variable

(Creep & Shrinkage)

Environment Concrete Temperature Relative Humidity

Geometry Size and Shape

Loading (Creep Only)

Loading History Concrete age at load Application

Stress Conditions Duration of loading/Stress Ratio


Required to monitor during construction by material test and measuring in the field.

16

C Column-

Shortening

Column Shortening Analysis Process

Preliminary Analysis

Material / Section Properties

Applied Load, Schedule

Main analysis Updating material properties from experiments

Construction sequence considering the field condition

1st, 2nd, 3rd Re-Analysis

Suggestion of compensation and details for non-constructed part of structure

Final Report

Shortening, result from test, measurement Review

Material Experiment Compressive strength

Modulus of elasticity

Creep & Shrinkage

Measurement

Measurement of strain for Column & Wall

Design with Additional Force

Applying Compensation to in-situ

structure

Pre-Analysis

Main Analysis,

Construction &

Re-Analysis

0.0E+00

1.0E-04

2.0E-04

3.0E-04

4.0E-04

0 50 100 150 200 250 300 350

Stra

in

Day

Back Analysis Output (103-1F-01)

Strain Gauge Output (103-1F-01)

17

C Column-

Shortening Procedure for predicting accurate shortening results

0

2

4

6

8

10

12

14

16

18

20 30 40 50 60 70 80 90 100 110 120

(x10

3 )

28

(PCA)

Error between measurement and predicted values

1) Pre-analysis is performed based on the several assumption of construction schedule, material properties, and environment condition.

For the safety factor, conservative results will be obtained. Serviceability problems can occur due to the over-estimated

compensation. 2) Accurate shortening must be calculated during construction by material test, measurement and re-analysis.

Variables of Shortening

Material Properties Construction Schedule and Field Condition

Environment Condition Elastic Modulus, Conc. Strength Mix ratio(W/C, S/A ), Amount of air Volume vs Surface ratio, Rebar ratio Curing condition

Changes in Schedule Design loads vs Construction loads Construction error Settlement shortening Temperature

Relative Humidity

(30~40%)

(15~25%) (30~40%)

Minimize errors by material test

Compensation by measurement and re-analysis


Measured values

Pre-analysis

Measurement

Pre-Analysis

Compressive strength at 28 days

Cree

p D

efor

mat

ion

(x10

3 )

18

C Column-

Shortening

Material Test

Specimens created

Curing

Testing

CREEP

Strain Gauge Attachment

Strain Gauge

2 years

Drying Shrinkage

Elastic Modulus

Secondary Modulus test

Third order Modulus test

Measure

Deformation Measure

Deformation

2 Years

Final Report

Compressive strength / modulus of elasticity / drying shrinkage / creep experiments Generate formulations based on the test and

update the model Need on-site materials testing according to the

construction progress

Reflect Site Conditions at a given time


Primary Modulus test

19

C Column-

Shortening

0.0E+00

5.0E-05

1.0E-04

1.5E-04

2.0E-04

2.5E-04

3.0E-04

3.5E-04

4.0E-04

4.5E-04

5.0E-04

0 50 100 150 200 250 300 350 400 450 500 550Date

Stra

in

Back Analysis Output(TA1-20F-02)Stain Gauge Output(TA1-20F-02)

Deferent between analysis value and measurement

Analytical Measurement Experimental Measurement

Using Software or Manual Calculation Field Measurements

Field Measurement Column Shortening Analysis Process

Shortening analysis based on the predictive equations

Apply material test results Consider construction schedule Difference in field environmental condition (temperature, humidity)

Difference in initial curing condition Difference in loading history Difference in material composition

Installing gages in major structural members

Measuring deformations in accordance with construction field condition

Considering accurate loading time Considering field condition and variables Apply for the compensation

20

C Column-

Shortening

Determination of Installation location Installation of Gauge After Installation

After Installation of Gauge

After Casting of Concrete Field data collection

Field Measurement


21

C Column-

Shortening

Compensation at Site

Pre-slab installation shortenings Shortenings taking place up to the time of slab installation

Post-slab installation shortenings

Shortenings taking place after the time of slab installation

:Compensation

: Design Level

: Pre-slab Installation shortening

: Post-slab Installation shortening

Reinforced Concrete Structure

Pre-slab installation shortenings has no importance

Compensation by leveling the forms

Post-slab installation shortenings due to subsequent loads and creep/shrinkage

Steel Structure

Columns are fabricated to exact length.

Attachments to support the slabs

Pre-slab installation shortenings need to be known.

Compensation for the summation of Pre-installation and Post-installation shortenings

22

C Column-

Shortening

Compensation at Site

Column Column

1st correction

2nd correction

1st correction

23

C Column-

Shortening Contents




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L Lotte World

Tower

Overview

25

L Lotte World

Tower

Overview

Location Jamsil, Seoul, South Korea.

Height Roof 554.6 m; Antenna Spire 556 m

No. of Floors 123

Floor Area 304,081 m2

Function / Usage Office, Residential, Hotel, Observation Deck (497.6 m)

Structure Type Reinforced Concrete + Steel

Lateral load resisting system Core Wall + Outrigger Truss + Belt Truss

Foundation Type Mat Foundation

Construction Period March 2011 ~ 2015

Lotte World Tower

26

L Lotte World

Tower

Overview

Location Jamsil, Seoul, South Korea.

Height Roof 554.6 m; Antenna Spire 556 m

No. of Floors 123

Floor Area 304,081 m2

Function / Usage Office, Residential, Hotel, Observation Deck (497.6 m)

Structure Type Reinforced Concrete + Steel

Lateral load resisting system Core Wall + Outrigger Truss + Belt Truss

Foundation Type Mat Foundation

Construction Period March 2011 ~ 2015

Lotte World Tower

27

L Lotte World

Tower

Pre-Analysis - Deformations

Vertical deformation

Differential Shortening

Horizontal deformation

Differential settlement

Deferential shortening btw Core & Column Steel column: Max 55mm Mega column: Max 65mm

Top of tower

Steel Frame: 368.7 mm Core wall: 314.0 mm

Top of mega column

Mega Col: 297.8 mm Core wall: 232.8 mm

ABOVEF IRE SHUTTERABOVEABOVEF IRE SHUTTERABOVE

X-Dir

Y-D

ir

OW1OW2

OW9OW8

OW

11O

W12

OW10

OW3OW4

OW

5O

W6

OW

7

OW

10O

W1

OW

4

OW7

Prediction

X dir: 27.2mm Y dir: 115.5mm

Safety check

Elevators rails Vertical Pipes

X

Y

MEGACOL. CORE WALL

FOUNDATION

MEGACOL.

MEGACOL. CORE WALL

FOUNDATION

MEGACOL. CORE WALL

MEGACOL.

MEGACOL.

Core wall settlement: 35mm Column settlement: 16mm

Core wall Column

Core Shortening

Column Shortening

Deferential Shortening

Lantern & Core

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L Lotte World

Tower

Pre-Analysis - Stresses

Stress in Outrigger Slabs additional stress

Podiums additional stress

Differential Deformation btw Slab-Column

Slab has additional stress

Additional stress btw tower & podium

Max 100 ton.m

Require Settlement Joint & Safety check

Additional Stress without Delay Joint

1st outrigger (L39~L43): 3,600 tons

2nd outrigger (L72~L75): 4,700 tons

required a delay joint installation

Additional Stress with Delay Joint

1st outrigger (L39~L43): 1,700 tons

2nd outrigger (L72~L75): 2,000 tons

Podium Tower

connection

L87~L103

L72~L75

L39~L43

B06~B01

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L Lotte World

Tower

Pre-Analysis Compensation - Core wall: Absolute correction for securing design level - Column: Relative correction for deferential shortening

Relative correction between core and column

correction due to measurement

pre-Analysis

Analysis

Re-analysis 1~6 times

Material Test

Measurement

1st correction

2nd correction

Additional correction for unconstructed

L106~L123 +1mm

L76~L105 +2mm

L72~L75 +3mm +25mm 2nd O/R

L69~L71 +3mm +30mm

L66~L68 +3mm +35mm

L63~L65 +2mm +40mm

L60~L62 +2mm +45mm

L57~L59 +2mm +50mm

L54~L56 +3mm +55mm

L37~L53 +3mm +60mm 1st O/R

L34~L36 +3mm +55mm

L31~L33 +3mm +50mm

L28~L30 +3mm +50mm

L25~L27 +3mm +45mm

L22~L24 +3mm +40mm

L19~L21 +3mm +35mm

L16~L18 +3mm +30mm

L13~L15 +3mm +25mm

L10~L12 +3mm +20mm

L7~L9 +3mm +15mm

L4~L6 +3mm +10mm

B6~L3 +3mm +5mmB06

L01

L40

L20

L10

L30

L50

L60

L70

L80

L90

L100

L110

L120

TOP

2nd O/R

1st O/R

Lantern

1st B/T

2nd B/T

Floor Core Column

L106-L123 Design level+1mm Steel columns

L76-L105 Design level+2mm Steel columns

L72-L75 Design level+2mm Core level+25mm



















B6-L3 Design level+3mm Core level+5mm

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L Lotte World

Tower

Vertical Shortening Measurement

B06

L01

L38

L18

L10

L28

L50

L60

L70

L76

L90

B03

Foundation settlement

400 gauges (30~60 per floor)

ABOVEF IRE SHUTTERABOVEABOVEF IRE SHUTTERABOVE

: Mega Column

: External Core

: Internal Core

Gauges Location in Plan

Gauges Location of settlement

: Load cell

: Level surveying

: Strain Gauge

: B006~L070

A

A-A

: B006~L050

A

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L Lotte World

Tower

Structural Safety Verification Method

Additional stress due to differential shortening between core and column

Provide outrigger delay joint

Effect & Safety Measure

1st Outrigger (L39~L43)

Steel Outrigger Delay Joint

Steel Outrigger Adjustment Joint

(Securing safety under construction)

Outrigger Structural Safety issues and alternatives proposed

2nd Outrigger (L72~L75)

Additional Stress 4700 kN

Additional Stress 3600 kN

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L Lotte World

Tower


Additional stress due to differential shortening between core and column

Additional reinforcement details are in each area

Effect & Countermeasure due to shortening

L

Additional Force induced by differential shortening

Slabs additional stress check

STORY 26F~35F

2-HD19

2-HD19

2-HD19

1-HD19

3-HD19

2-HD19

Reinforcement

Example of reinforcement due to additional force

Tower Slab Structural Safety issues and alternatives proposed

Connecting member

Core Wall Column

Differential Shortening

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L Lotte World

Tower


Lower Levels Structural Safety issues and proposed alternatives

Moment & Shear force due to phase difference

Phase difference=Diff. shortening + Foundation Dif. settlements - Diff. shortening: difference between columns & podium - Dif. settlements : difference between podium & foundation Additional force due to phase difference Alternative - Structural reinforcement & Control Joint - Settlement Joint

Effect & Countermeasure due to shortening

a

b

t

Control Joint

a + b 1/5 to 1/4 t

BEAM & GIRDER

Jack Support

Settlement Joint

Detail of Control Joint

Detail of reinforcement

Reinforcement for moment

The Side of Podium

The Side of Tower

The Side of Podium

The Side of Tower

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L Lotte World

Tower

Material Test Results

Material test results for re-analysis

Pre-analysis

Re-analysis

Design Strength

Ulti

mat

e S

hrin

kage

Str

ain

()

Pre-analysis

Re-analysis

Design Strength

Spe

cific

Cre

ep

Re-analysis (Material Test)

Pre-analysis (Theoretical Eq.)

Concrete Age (Day)

Ela

stic

Mod

ulus

28 days

35

L Lotte World

Tower Analysis Condition and Assumption

Analysis Tool: midas/GEN

Outrigger Installation Condition: After completion of frame construction, 1st & 2nd outrigger installation

Environment: Average relative humidity 61.4%

- 3D Structural Analysis with changes of material properties Material properties - Regression analysis results from the material test data (6 month ) - Comparing to pre-analysis results, 32~33% in creep deformation, 39~42% in shrinkage deformation

- Relative humidity of average 5 years Target period of shortening - Safety verification: 100years after (ultimate shortening) - Service verification: 3years after (95% of ultimate shortening)

Loading Condition - Dead Load & 2nd Dead Load: 100%, Live Load: 50%

Foundation modeling: Apply spring stiffness obtained from settlement analysis model results (Arup, DD100 Foundation Geotechnical Design Report)

Apply soil stiffness from foundation/ground analysis results

Main Analysis & Re-Analysis

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L Lotte World

Tower

MC2137.2(L69)

PW

485

.6(L

71)

MC5131.6(L69)

MC4133.3(L69)

MC3135.6(L69)

MC6132.2(L69)

MC7131.4(L69)

MC8135.6(L69)

MC1137.1(L65)

PW385.9(L71)

PW974.1(L71)

PW1075.0(L71)

PW

583

.4(L

71)

PW875.3(L71)

PW279.1(L71)

PW179.3(L71)

PW

1477

.4(L

71)

PW

1277

.1(L

71)

PW1176.8(L71)

IW175.5(L71)

IW283.0(L71)

IW377.9(L71)

IW477.5(L71)

Col. MIN

Wall MIN

Col. MAX

Wall MAX

PW

677

.4(L

71)

PW

775

.1(L

71)

PW

1379

.5(L

71)

PW

1579

.6(L

71)

Shortening Results 1-1. Mega Column Shortening (B06~L75)

Target Period: 3years - 3 years was determined as the optimal time of target serviceability application.

Maximum shortening of mega column - SubTo: 131.4~137.2mm (L65, L69) (80~83% of pre-analysis) - Total: 289.1~297.8mm (L76) (71~73 % of pre-analysis)

Shortening of core walls - SubTo: 74.1~85.9mm (L71) (77~78% of pre-analysis) - Total: 153.0~169.8mm (L76) (67~70% of pre-analysis)

Differential shortening between column-core - 53.1~60.9mm (L65)

settlement shortening - Mega column: 21.2~25.5mm (B6) - Core wall: 23.6~29.1mm (B6)

Re-analysis Results

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L Lotte World

Tower Shortening Results 1-2. Steel Column Shortening(L76~L106)

Target Period: 3years - 3 years was determined as the optimal time of target serviceability application.

Maximum shortening of steel column - SubTo: 110.4~136.9mm (L76) (80% of pre-analysis) - Total: 260.7~286.1mm (L76) (80% of pre-analysis) Shortening of core walls - SubTo: 67.8~81.0mm (L76) (65~70% of pre-analysis) - Total: 162.9~213.6mm (L76) (67~70% of pre-analysis)

Differential shortening between Column-core - 40.1~44.5mm (L76)

SC1121.2(L76)

SC2136.9(L76)

SC3121.0(L76)

SC4132.6(L76)

SC5129.6(L76)

SC6115.1(L76)

SC22133.1(L76)

SC21130.1(L76)

SC20115.2(L76)

SC11126.5(L76)

SC10124.0(L76)

SC9110.4(L76)

SC17111.9(L76)

SC16124.8(L76)

SC15126.8(L76)

SC14114.9(L76)

SC12115.0(L76)

SC13130.0(L76)

SC8129.4(L76)

SC7128.6(L76)

SC19-1130.4(L76)

SC18128.0(L76)

SC18-1126.5(L76)

SC7-1128.8(L76)

SC8-1130.0(L76)

SC19131.9(L76)

Col. MIN

Wall MIN

Col. MAX

Wall MAX

PW

480

.9(L

76)

PW381.1(L76)

PW967.8(L76)

PW1068.9(L76)

PW

578

.3(L

76)

PW869.4(L76)

PW273.9(L76)

PW173.9(L76)

PW

1471

.6(L

76)

PW

1271

.5(L

76)

PW1171.1(L76)

IW171.2(L76)

IW278.5(L76)

IW373.7(L76)

IW472.3(L76) P

W6

72.0

(L76

)PW

769

.3(L

76)

PW

1374

.4(L

76)

PW

1574

.4(L

76)

Re-analysis Results

38

L Lotte World

Tower

Compensation due to core and column differential shortening

Relative correction between core and column

correction due to measurement

pre-Analysis

Analysis

Re-analysis 1~6 times

Material Test

Measurement

1st correction

2nd correction

Additional correction for unconstructed

- Core wall: Absolute compensation up to design level

- Column: Absolute + Relative compensation due to differential shortening

L120 ~ L123 +25mm +25mm

L113 ~ L119 +30mm +30mm

L107 ~ L112 +35mm +35mm

L103 ~ L106 +40mm +40mm

L100 ~ L102 +40mm +45mm

L99 ~ L99 +40mm +50mm

L96 ~ L98 +45mm +55mm

L91 ~ L95 +45mm +60mm

L90 ~ L90 +45mm +65mm

L88 ~ L89 +50mm +70mm

L81 ~ L87 +50mm +75mm

L77 ~ L80 +55mm +80mm

L56 ~ L76 +55mm +105mm

L52 ~ L55 +55mm +100mm

L45 ~ L51 +50mm +95mm

L37 ~ L44 +50mm +90mm

L33 ~ L36 +50mm +85mm

L30 ~ L32 +45mm +80mm

L28 ~ L29 +45mm +75mm

L23 ~ L27 +40mm +70mm

L22 ~ L22 +35mm +65mm

L19 ~ L21 +35mm +60mm

L18 ~ L18 +35mm +55mm

L14 ~ L17 +30mm +50mm

L13 ~ L13 +30mm +45mm

L10 ~ L12 +25mm +40mm

L8 ~ L9 +25mm +35mm

L6 ~ L7 +20mm +25mm

L5 ~ L5 +20mm +20mm

B6 ~ L4

B06

L01

L40

L20

L10

L30

L50

L60

L70

L80

L90

L100

L110

L120

TOP

2nd O/R

1st O/R

Lantern

1st B/T

2nd B/T

Re-analysis Results

39

L Lotte World

Tower




Contents

40

m midas Gen

Introduction

BIM (Building Information Modeling)

Analysis & Design

midas Gen

Tekla Structure

[Tekla interface]

Revit Structure

Analysis & Design

midas Gen

[Revit interface]

[MCAD 3D midas CAD]

STAAD Import/Export SAP2000 Import AutoCAD DFX Import/Export IFC Export MSC.Nastran Import Drawing Module (midas Gen) Export Unit Member Design Module (Design+) Export

41

m midas Gen

Introduction

*SRC and User Defined material properties can be defined

Database Code Name BS British Standards

ASTM American Society for Testing Materials EN European Code DIN Deutshes Institut Fur Normung e.v CSA Canadian Standards Association IS Indian Standards JIS Japanese Industrial Standards KS Korean Industrial Standards GB Chinese National Standard JGJ Chinese Engineering Standard JTJ Chinese Transportation Department Standard

Creep/Shrinkage - Eurocode, ACI, CEB-FIP, PCA Comp. Strength

- Eurocode, ACI, CEB-FIP, Ohzagi

[Steel & Concrete Material Database]

[Time Dependent Materials]

Material Data Definition Material Data

42

m midas Gen

Introduction Section Database AISC2K(US), AISC2K(SI), AISC, CISC02(US), CISC02(SI), BS, DIN Import data file already defined Input dimensions of typical sections Typical steel section (I, T, Channel, Angle, Pipe) Steel Concrete composite section (SRC) Tapered section Section Property Calculator tool

[Section Database]

[Arbitrary Section Definition]

Section Data Definition Section Data

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Introduction

Loads

midas Gen enables us to specify all types of nodal, element, point, surface, dynamic, prestressing and thermal loads encountered in practice.

Load combination based on the various design codes Load group generation of load case from load combinations

Self Weight Nodal Load Prescribed Displacement Elements Beam Load Line Beam Load Floor Load Prestress Beam Load Pretension Load Tendon Prestress Load Hydrostatic Pressure Load Temperature load

Pressure Load

Static Wind Load Static Seismic Load Construction Stage Load Initial Forces Time History Load Moving Load Pushover Loads Response Spectrum Function Ground Acceleration Dynamic Nodal Loads

[Floor Load] [Time History Load]

[Wind and Seismic Load Generation]

Applicable Loading Types

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Introduction

Boundary Conditions

Supports Elastic Link Linear Constraints

Point Spring Supports Nodal Coordinate System Rigid Link

General Spring Supports Beam End Release (Semi-rigid connection) Diaphragm Disconnection

Surface Spring Supports Beam End Offset Panel Zone Effects

Pile Spring Supports Plate End Release

[Rigid Link] [Floor Diaphragm]

[General Spring Supports]

Applicable Boundary Conditions

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Introduction

Analysis Static Analysis Dynamic Analysis Free Vibration Analysis Response Spectrum Analysis Time History Analysis Geometric Nonlinear Analysis P-Delta Analysis Large Displacement Analysis Material Nonlinear Analysis

Structural Masonry Analysis Linear Buckling Analysis

Lateral Torsional Buckling Heat Transfer Analysis Time Transient Analysis Heat of Hydration Analysis Thermo-elastic Analysis Maturity, Creep, Shrinkage, Pipe Cooling Construction Stage Analysis Time Dependent Material Column Shortening Analysis (Elastic/Inelastic) Pushover Analysis

FEMA, Eurocode, Multi-linear hinge properties RC, Steel, SRC, Masonry material types

Boundary Nonlinear Time History Analysis Damper, Isolator, Gap, Hook

Inelastic Time History Analysis Other Analysis Unknown Forces by Optimization

Moving load analysis Settlement analysis

[Construction Stage Analysis] [Dynamic Boundary Nonlinear]

[Post-tensioning girder analysis] [Pushover analysis]

Applicable Analysis Types

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Introduction

Results

Von Mises Stresses Contour Displacement Contour

Stress Results (Diagrams & Graphics Solid Stresses (Iso-Surface)

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Introduction Story related tables & Define modules Results

Module 1

Module 2

Module 3

Define modules for a twin tower to check following results:

Story Drift Story Displacement Story Mode Shape Torsional Amplification Factor Overturning Moment Story Axial Force Sum

Stability Coefficient Torsional Irregularity Check Stiffness Irregularity Check (Soft Story) Weight Irregularity Check Capacity Irregularity Check (Weak Story)

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Introduction

1

Drag & Drop

Results Dynamic Report Generation

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Introduction

Design

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

GB50010 IS:800 (1984 & 2007) AIK-SRC

AIJ-WSD CSA-S16-01 KSSC-CFT

TWN-USD GBJ17, GB50017 Footing Design

AIK-USD, WSD AIJ-ASD ACI318

KSCE-USD TWN-ASD, LSD BS8110

KCI-USD AIK-ASD, LSD, CFSD

Slab Design KSCE-ASD

Eurocode 2 KSSC-ASD

ACI 318

Applicable Design Code

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Introduction Eurocode Implementation Status

Material DB Concrete 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 Design Eurocode 8:2004 NTC 2008

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

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

Design

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Introduction Meshed slab and wall design

Slab and wall design for meshed plate elements as per Eurocode2-1-1:2004, ACI318-11 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

Define reinforcement direction

Design

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Introduction Construction Stage Wizard for Building Structure

The wizard readily allows us to define the timing of elements created and loadings applied in the construction stages during the erection of a building.

You may find it more convenient to first click the [Automatic Generation] button to define the basic construction stages and modify them as necessary.

Useful Features for Construction Stage Analysis

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m midas Gen

Introduction Construction Stage Analysis for Composite Members

Define an analytical model for each construction stage by assigning activated or inactivated sections corresponding to each construction stage of a composite section.

By using Composite Section for Construction Stage, we can consider the construction sequence with creep and shrinkage effect.


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Introduction Material Stiffness Changes for Cracked Sections

Specific stiffness of specific member types may be reduced such as the case where the flexural stiffness of lintel beams and walls may require reduction to reflect cracked sections of concrete.

Section stiffness scale factors can be included in boundary groups for construction stage analysis. The scale factors are also applied to composite sections for construction stages


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Introduction

Point Spring Support (Linear, Comp.-only, Tens.-only, and Multi-linear type) Surface Spring Support (Nodal Spring, and Distributed Spring)

Springs can be activated / deactivated during construction stage analysis.

Spring Supports For Soil Interaction

[Nonlinear point spring support]

[Nodal Spring and Distributed Spring] [Surface Spring Support] [Pile Spring Support]


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Introduction

Pre-stress load can be considered in construction stage analysis. Tendon primary / secondary forces are provided with pre-stress loss graph

Tendon Loss


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Introduction

Project Applications Burj Khalifa (Dubai, UAE)

Height 705 m No. of floors 160 Location Dubai, United Arab Emirates Function / Usage Office Building & Residential Building Designer Adrian D. Smith Architect Skidmore, Owings & Merrill General Contractor Samsung Development

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CS:1

CS:30

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Introduction SK S-Trenue (Seoul, Korea)

Area 39,600 m2 No. of floors 36 Location Seoul, Korea Function / Usage Office Building Structure Type Composite Structure Foundation Type Mat Foundation Lateral load resisting system RC Core + Steel + RC Composite Frame

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Project Applications

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Introduction Keangnam Hanoi Landmark Tower (Hanoi, Vietnam)

Height 345m No. of floors 70 fl., 49 fl. Location Hanoi, Vietnam Function / Usage Hotel, Office, and Residential building Structure Type Reinforced Concrete Structure Architect Heerim, Samoo, Aum & Lee, Hellmuth Obata + Kassabaum Contractor Keangnam

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C Column-

Shortening

Thank You! Thank You!

One Stop Solution for Building and General Structures

[email protected] http://en.midasuser.com/

High-rise Building Design using midas Gen 2 3 4 5 6 7 8 9 10 11Column Shortening 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40BIM (Building Information Modeling) 42 43LoadsBoundary Conditions 46 47Results 49 50 51 52 53 54 55 56 57Project Applications 59 60 61 62 63 64 65

Lotte World Tower

Documents

Transcript of Lotte World Tower