Highrise Building Design in Midas Gen_final

C

ColumnShortening

Midas Gen – One Stop Solution for Building and General Structures

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

0

C

ColumnShortening

Contents I. Introduction in Column Shortening II. Column Shortening of Lotte World Tower III. midas Gen Introduction

1

m Introduction 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

2

m

midas Gen Introduction

Introduction multi-storey reinforced concrete structure

3

C

ColumnShortening


4

C

Construction Stage Analysis

ColumnShortening

Why Construction Stage Analysis?

•

Dead Load is Sequential Loading.

•

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

•

Compensation for Differential Column Shortening

Dead Load + Live Load Wind

LL, WL,EQ A cts

Other Dead Loads (Partitions, Finishes)

Self weight of slab Earthquake

Construction Completed Structure Sequence 5

C

Construction Stage Analysis

ColumnShortening

Comparison between with and without considering sequential loading

Shortenings of an 80-story column (cm) Steel

Concrete

Elastic Creep Shrinkage

19.6 -

6.1 4.6 6.1

Total

19.6

16.8

End Moment of Girder by Stories (Wall Connection) 6

C

Effects of Column Shortening

ColumnShortening ▣ High-rise Considerations

Wind Induced acceleration control

Optimum Structure System

Structural safety aspects Increase construction cost due to additional stress in outrigger and mega column Safety verification due to the tilt of tower

Construction Joint management Lateral-Displacement control

Decline of construction quality by over or lessreinforced rebar Safety of joint members

High performance Concrete Spalling Concrete Pumping Technology

Deformation of members due to Additional stress Safety verification of slab due to deferential shortening

Usability aspects 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

Health Monitoring

Compensation for Differential Shortening

Additional Stress of Outrigger

Deformation of Vertical Piping System

Elevator’s safety due to tower’s tilt

7

C

Effects of Column Shortening

ColumnShortening

Deformation and breakage of Facades, windows & Parapet walls…

Deformation of Vertical Piping System

Reverse Inclination of Drainage Piping System

Deformation and breakage of internal partitions

8

C

Reasons of Column Shortening

ColumnShortening

Column Shortening

Tower Deformation

Horizontal Deformation Vertical 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

▪ 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 Deferential Shortening

△1

△1 △2

Pre-slab Installation shortening

Core Shortening

Column Shortening

Con’c Vertical 시간 With 경과 Time

Member

Initial Curing

Core wall

Column < Deferential Deformation >

9

C

ColumnShortening

Reasons of Column Shortening Elastic and Inelastic Column Shortening

Steel Structures

Concrete Structures

- Linear elastic Behavior Stress ∞ Strain Strain is constant for a given Stress during loading & unloading

-

Nonlinear Inelastic Behavior

-

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

Neither Stress ∞ Strain

σ

Nor Strain is constant for a given Stress During loading & unloading

Elastic Strain + Inelastic Strain

E = (σ / ε) ΔL = (PL/A E) 10

C

Column Shortening Elastic and Inelastic Column Shortening

ColumnShortening

 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)

11

C

ColumnShortening


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

Where, εe (t) = Instantaneous strain at time t, εc (t) = Creep strain at time t, εsh (t) = Shrinkage strain at time t.

12

C

ColumnShortening


 The instantaneous strain in concrete at any time t is expressed by

σ (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

βcc(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 13

C

Column Shortening

ColumnShortening

Elastic and Inelastic Column Shortening

Inelastic Shortening = Creep + Shrinkage Creep Creep is time-dependent increment of strain under sustained stress.

Shrinkage

Basic creep occurs under the condition of no moisture movement to and fro m the environment.

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 creep is the additional creep caused by drying.

Drying Shrinkage(εcd) is due to moisture loss in concrete.

Drying creep has its effect only during the initial period of load.

Autogenous Shrinkage(εca) is caused by hydration of cement.

As per EN1992-1-1:2004, the creep deformation of concrete is predicted as f ollows: Where, t0 = Age of the concrete at first loading in days Ec= Tangent modulus, 1.05Ecm σc = 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

14

C

ColumnShortening

Reasons of Column Shortening Influence Factors of Creep and Shrinkage Type

Concrete Properties (Creep & Shrinkage)

Member Geometry and Environment Variable (Creep & Shrinkage) Loading (Creep Only)

Influence Factors

Variables

Concrete Composition

Water – Cement ratio Mixture Proportions Aggregate Characteristics Degrees of Compaction

Curing

Curing Condition Curing Temperature

Environment

Concrete Temperature Relative Humidity

Geometry

Size and Shape

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. 15

C

Column Shortening Analysis Process

ColumnShortening

Preliminary Analysis

Pre-Analysis

Material / Section Properties

Design with Additional Force

Applied Load, Schedule

Material Experiment

Main analysis

•Compressive strength

•Updating material properties from experiments

•Modulus of elasticity

•Construction sequence considering the field condition

•Creep & Shrinkage

Main Analysis,

1st, 2nd, 3rd Re-Analysis

Construction

Suggestion of compensation and details for nonconstructed part of structure

Measurement Measurement of strain for Column & Wall

Final Report 4.0E-04 Back Analysis Output (103-1F-01) Strain Gauge Output (103-1F-01)

3.0E-04

Shortening, result from test, measurement Review

Strain

& Re-Analysis

Applying Compensation to in-situ structure

2.0E-04

1.0E-04

0.0E+00 0

50

100

150

200 Day

250

300

350

16

C


ColumnShortening

Procedure for predicting accurate shortening results

Minimize errors by material test

Variables of Shortening

(30~40%)

(30~40%)

▣ Material Properties ▪ Elastic Modulus, Conc. Strength ▪ Mix ratio(W/C, S/A …), Amount of air ▪ Volume vs Surface ratio, Rebar ratio ▪ Curing condition

▣ Environment Condition ▪ Temperature ▪ Relative Humidity

(15~25%)

▣ Construction Schedule and Field Condition ▪ Changes in Schedule ▪ Design loads vs Construction loads ▪ Construction error ▪ Settlement shortening

1) Pre-analysis is performed based on the several assumption of

18 16

Measurement 실측값

실측값 편차 values Measured

14

크리프변형도 Creep Deformation(x10 (x1033με) με)

Compensation by measurement and re-analysis

construction schedule, material properties, and environment

Pre-Analysis 이론식 범위

condition.

12

이론식 범위 (PCA) Pre-analysis

10 8

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

6

compensation.

4 2

2) Accurate shortening must be calculated during construction by

0 20

30

40

50

60

70

80

90

100

110

120

압축강도 Compressive28일 strength at 28 days

material test, measurement and re-analysis.

▲ Error between measurement and predicted values

17

C


ColumnShortening

Material Test

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

Specimens created Curing Testing CREEP

Drying Shrinkage

Elastic Modulus

Strain Gauge Attachment

 Reflect Site Conditions at a given time Strain Gauge 2 years

Measure Deformation

Primary Modulus test 2 Years

Measure Deformation

Secondary Modulus test Third order Modulus test

Final Report

⇣

18

ColumnShortening

Column Shortening Analysis Process Field Measurement Analytical Measurement

Experimental Measurement

Using Software or Manual Calculation

Field Measurements

Shortening analysis based on the predictive

 Installing gages in major structural

equations

members

Apply material test results

 Measuring deformations in accordance

Consider construction schedule

with construction field condition

Difference in field environmental condition

 Considering accurate loading time

(temperature, humidity)

 Considering field condition and variables

Difference in initial curing condition

 Apply for the compensation

Difference in loading history Difference in material composition 5.0E-04 Back Analysis Output(TA1-20F02)

4.5E-04

Stain Gauge Output(TA1-20F-02) 4.0E-04 3.5E-04 3.0E-04 Strain

C

2.5E-04 2.0E-04 1.5E-04 1.0E-04 5.0E-05 0.0E+00 0

50

100

150

200

250 300 Date

350

400

450

500

550

Deferent between analysis value and measurement

19

C

ColumnShortening

Column Shortening Analysis Process Field Measurement

Determination of Installation location

After Installation of Gauge

Installation of Gauge

After Casting of Concrete

After Installation

Field data collection

20

C

Compensation at Site

ColumnShortening

•

Pre-slab installation shortenings –

•

Post-slab installation shortenings –

•

Shortenings taking place up to the time of slab installation

Shortenings taking place after the time of slab installation

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 ① :Compensation

•

Steel Structure

② : Design Level

–

Columns are fabricated to exact length.

③: Pre-slab Installation shortening

–

Attachments to support the slabs

④: Post-slab Installation shortening

–

Pre-slab installation shortenings need to be known.

–

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

21

C

Compensation at Site

ColumnShortening

2nd correction 1st correction

1st correction

Column Column

22

C

ColumnShortening


23

L

Overview

Lotte World Tower

24

L

Overview

Lotte World Tower

Lotte World Tower 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

25

L

Overview

Lotte World Tower

Lotte World Tower 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

26

L

Pre-Analysis - Deformations

Lotte World Tower

Lantern & Core Horizontal deformation

Vertical deformation • Top of tower

• Prediction OW2

OW12

Y-Dir

OW5

X

A BOVE

F IRE SHUTTER A BOVE

OW7

OW10

OW6

X-Dir

OW7

OW8

OW9

⇒ Steel Frame: 368.7 mm ⇒ Core wall: 314.0 mm

OW1

OW1

Y

OW11

OW3

OW4

OW4

OW10

X dir: 27.2mm Y dir: 115.5mm Safety check

• Top of mega column ⇒ Mega Col: 297.8 mm ⇒ Core wall: 232.8 mm

 Elevator’s rails  Vertical Pipes

Differential settlement

MEGA COL.

CORE WALL

Differential Shortening MEGA COL.

Core Shortening

FOUNDATION

MEGA COL. MEGA COL.

CORE WALL

CORE WALL FOUNDATION

Deferential Shortening

MEGA COL.

Core wall

MEGA COL.

Column Shortening

Column

• Deferential shortening btw Core & Column ⇒ Core wall settlement: 35mm ⇒ Column settlement: 16mm

⇒ Steel column: Max 55mm

⇒ Mega column: Max 65mm

27

L

Pre-Analysis - Stresses

Lotte World Tower

Stress in Outrigger

Slab’s additional stress

Differential Deformation btw Slab-Column  Slab has additional stress

L87~L103 • Additional Stress without Delay Joint

Podium’s additional stress

⇒ 1st outrigger (L39~L43): 3,600 tons

connection

• Additional stress btw tower & podium

L72~L75

 Max 100 ton.m

⇒ required a delay joint installation • Additional Stress with Delay Joint

 Require Settlement Joint & Safety check

L39~L43 Tower

⇒ 2nd outrigger (L72~L75): 4,700 tons

Podium

⇒ 1st outrigger (L39~L43): 1,700 tons

⇒ 2nd outrigger (L72~L75): 2,000 tons

B06~B01 28

L

Lotte World Tower

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

Lantern

TOP L120

2nd B/T

Core

기둥

Column 비고

L106-L123 설계레벨+1mm Design level+1mm L106~L123 철골기둥 보정 참조 Steel columns Design level+2mm 설계레벨+2mm 철골기둥 보정 참조 Steel columns

L110

L72-L75 L72~L75

Design level+2mm level+25mm 설계레벨+3mm 코어레벨+25mm Core2nd O/R 구간

L100

L69-L71 L69~L71

Design level+2mm 설계레벨+3mm 코어레벨+30mm Core level+30mm

L66-L68 L66~L68


L63-L65 L63~L65


L60-L62 L60~L62


L57-L59 L57~L59


L37-L56 L54~L56


L54-L56 L37~L53

Design level+3mm 설계레벨+3mm 코어레벨+60mm Core 1st level+60mm O/R 구간 포함

L34-L36 L34~L36


L31-L33 L31~L33


L28~L30 L28-L30

설계레벨+3mm 코어레벨+50mm Core level+50mm Design level+3mm

L25~L27 L25-L27


L22~L24 L22-L24


L19~L21 L19-L21


L16~L18 L16-L18


L13~L15 L13-L15


L10~L12 L10-L12


L7~L9 L7-L9


L01

L4~L6 L4-L6


B06

B6~L3 B6-L3

설계레벨+3mm 코어레벨+5mm Design level+3mm

L80 L70 L60 L50 1st O/R

코어

L76-L105 L76~L105

L90

2nd O/R 1st B/T

F loor 층

L40

L30

L20 L10

Core level+5mm

▲ Relative correction between core and column

pre-Analysis

1st correction

Analysis

2nd correction

Re-analysis 1~6 times

Additional correction for unconstructed

Material Test

Measurement

▲ correction due to measurement

29

L

Vertical Shortening Measurement

Lotte World Tower 코어측

: B006~L070

: Mega Column

: B006~L050 A

: External Core

A’

: Internal Core A BOVE

F IRE SHUTTER A BOVE

외곽측

L90 L76 L70

400 gauges (30~60 per floor) A-A’

▲ Gauges Location in Plan

L60

L50

: Load cell

L38

: Level surveying : Strain Gauge

L28

L18 L10

L01 B03 B06

Foundation settlement

▲ Gauges Location of settlement

30

L

Structural Safety Verification Method

Lotte World Tower

Outrigger Structural Safety issues and alternatives proposed Effect & Safety Measure

 Additional stress due to differential shortening between core and column  Provide outrigger delay joint Additional Stress 4700 kN ▲ 2nd Outrigger (L72~L75) ①

②

① Steel Outrigger Delay Joint ② Steel Outrigger Adjustment Joint Additional Stress 3600 kN

(Securing safety under construction)

▲ 1st Outrigger (L39~L43)

31

L


Lotte World Tower

Tower Slab Structural Safety issues and alternatives proposed

Effect & Countermeasure due to shortening

 Additional stress due to differential shortening between core and column  Additional reinforcement details are in each area ▲ Slab’s additional stress check

L

Reinforcement

Δ 부등축소량 발생

Differential Shortening

Column 기둥

거더 Connecting 연결보 및member

코어벽체 Core Wall

▲ Additional Force induced by differential shortening

STORY

26F~35F

①

2-HD19

②

2-HD19

③

2-HD19

④

1-HD19

⑤

3-HD19

⑥

2-HD19

…

…

▲ Example of reinforcement due to additional force

32

L


Lotte World Tower

Lower Levels Structural Safety issues and proposed alternatives Effect & Countermeasure due to shortening  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

조인트 폭

Reinforcement보강철근 for moment

보 또는 슬래브

주동측 기둥

보강대상부재

The Side of Tower

Jack Support 설치

포디움 기둥

▲ Settlement Joint

The Side of Podium

Control Joint

포디움 The Side of Podium 기둥

a

주동부 The Side of Tower 기둥

▲ Detail of reinforcement

t

BEAM & GIRDER a + b ≈ 1/5 to 1/4 t

▲ Detail of Control Joint

b

Moment & Shear force due to phase difference 33

Elastic Modulus

Material test results for re-analysis

Re-analysis (Material Test) Pre-analysis (Theoretical Eq.) 28 days

Concrete Age (Day)

Pre-analysis

Pre-analysis

Re-analysis

Re-analysis

Specific Creep

Lotte World Tower

Material Test Results

Ultimate Shrinkage Strain (με)

L

Design Strength

Design Strength

34

L

Lotte World Tower

Main Analysis & Re-Analysis Analysis Condition and Assumption Analysis Tool: midas/GEN - 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 Outrigger Installation Condition: After completion of frame construction, 1st & 2nd outrigger installation Loading Condition - Dead Load & 2nd Dead Load: 100%, Live Load: 50%

Apply soil stiffness from foundation/ground analysis results

Environment: Average relative humidity 61.4% - Relative humidity of average 5 years Target period of shortening - Safety verification: 100years after (≒ultimate shortening) - Service verification: 3years after (95% of ultimate shortening) Foundation modeling: Apply spring stiffness obtained from settlement analysis model results (Arup, “DD100 Foundation Geotechnical Design Report)

35

Re-analysis Results

Lotte World Tower

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

MC6 132.2(L69)

PW11 76.8(L71)

PW4 85.6(L71)

IW1 75.5(L71)

IW2 83.0(L71)

IW3 77.9(L71)

IW4 77.5(L71)

PW10 75.0(L71)

PW9 74.1(L71)

PW8 75.3(L71)

Wall MIN

MC5 131.6(L69)

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

Wall MAX

PW5 83.4(L71)

PW3 85.9(L71)

PW6 77.4(L71)

PW15 79.6(L71)

PW2 79.1(L71)

PW12 77.1(L71)

PW13 79.5(L71)

MC7 131.4(L69)

PW14 77.4(L71)

Col. MIN

PW1 79.3(L71)

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

MC1 137.1(L65)

MC8 135.6(L69)

PW7 75.1(L71)

L

MC4 133.3(L69)

MC2 137.2(L69)

MC3 135.6(L69)

 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)

Col. MAX

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)

36

L

Re-analysis Results

Lotte World Tower

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

SC11 126.5(L76)

SC12 115.0(L76)

IW1 71.2(L76)

IW2 78.5(L76)

IW3 73.7(L76)

IW4 72.3(L76)

PW11 71.1(L76)

PW10 68.9(L76)

PW9 67.8(L76) Wall MIN

SC13 130.0(L76)

PW4 80.9(L76)

PW3 81.1(L76)

SC22 133.1(L76)

PW8 69.4(L76)

SC18 128.0(L76)

SC21 130.1(L76)

SC20 115.2(L76) SC19 131.9(L76)

SC19-1 130.4(L76)

SC16 124.8(L76)

SC14 114.9(L76) SC15 126.8(L76)

SC17 111.9(L76)

Col. MAX

SC1 121.2(L76)

PW5 78.3(L76)

PW2 73.9(L76)

PW6 72.0(L76)

PW15 74.4(L76)

PW1 73.9(L76)

SC2 136.9(L76)

PW7 69.3(L76)

SC10 124.0(L76)

Wall MAX

PW14 71.6(L76)

SC9 110.4(L76)

SC7 128.6(L76)

SC3 121.0(L76)

PW13 74.4(L76)

SC8 129.4(L76) Col. MIN

SC5 129.6(L76)

PW12 71.5(L76)

SC8-1 130.0(L76)

SC4 132.6(L76)

SC6 115.1(L76)

SC7-1 128.8(L76)

SC18-1 126.5(L76)

 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) 37

L

Re-analysis Results

Lotte World Tower

Compensation due to core and column differential shortening Lantern

TOP L120

nd

2 B/T

L110 L100 L90 L80

nd

2 O/R 1 st B/T

L70 L60 L50

1 st O/R

L40

L30 L20 L10

L01 B06

- Core wall: Absolute compensation up to design level - Column: Absolute + Relative compensation due to differential shortening 층

코어

기둥

L120 ~ L123

설계레벨+25mm

설계레벨+25mm

L113 ~ L119

설계레벨+30mm

설계레벨+30mm

L107 ~ L112

설계레벨+35mm

설계레벨+35mm

L103 ~ L106

설계레벨+40mm

설계레벨+40mm

L100 ~ L102

설계레벨+40mm

설계레벨+45mm

L99 ~ L99

설계레벨+40mm

설계레벨+50mm

L96 ~ L98

설계레벨+45mm

설계레벨+55mm

L91 ~ L95

설계레벨+45mm

설계레벨+60mm

L90 ~ L90

설계레벨+45mm

설계레벨+65mm

L88 ~ L89

설계레벨+50mm

설계레벨+70mm

L81 ~ L87

설계레벨+50mm

설계레벨+75mm

L77 ~ L80

설계레벨+55mm

설계레벨+80mm

L56 ~ L76

설계레벨+55mm

설계레벨+105mm

L52 ~ L55

설계레벨+55mm

설계레벨+100mm

L45 ~ L51

설계레벨+50mm

설계레벨+95mm

L37 ~ L44

설계레벨+50mm

설계레벨+90mm

L33 ~ L36

설계레벨+50mm

설계레벨+85mm

L30 ~ L32

설계레벨+45mm

설계레벨+80mm

L28 ~ L29

설계레벨+45mm

설계레벨+75mm

L23 ~ L27

설계레벨+40mm

설계레벨+70mm

L22 ~ L22

설계레벨+35mm

설계레벨+65mm

L19 ~ L21

설계레벨+35mm

설계레벨+60mm

L18 ~ L18

설계레벨+35mm

설계레벨+55mm

L14 ~ L17

설계레벨+30mm

설계레벨+50mm

L13 ~ L13

설계레벨+30mm

설계레벨+45mm

L10 ~ L12

설계레벨+25mm

설계레벨+40mm

L8 ~ L9

설계레벨+25mm

설계레벨+35mm

L6 ~ L7

설계레벨+20mm

설계레벨+25mm

L5 ~ L5

설계레벨+20mm

설계레벨+20mm

B6 ~ L4

보정없음

보정없음

비고

▲ Relative correction between core and column

pre-Analysis

1st correction

Analysis

2nd correction

Re-analysis 1~6 times

Additional correction for unconstructed

Material Test

Measurement

▲ correction due to measurement

38

L

Lotte World Tower


39

m BIM (Building Information Modeling) midas Gen Introduction

Revit Structure

Tekla Structure

Analysis & Design

Analysis & Design

midas Gen

midas Gen

[Tekla interface]

[Revit interface]

• 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 [MCAD – 3D midas CAD]

40

m


Material Data Material Data Definition 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 *SRC and User Defined material properties can be defined [Steel & Concrete Material Database]

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

[Time Dependent Materials]

41

m


Section Data Section Data Definition

• 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]

42

m Loads midas Gen Introduction

Applicable Loading Types

• 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

[Time History Load]

[Floor Load]

[Wind and Seismic Load Generation]

•

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

43

m Boundary Conditions

Applicable Boundary Conditions


[Floor Diaphragm]

[Rigid Link] [General Spring Supports]

•

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

44

m Analysis midas Gen Introduction

Applicable Analysis Types

[Construction Stage Analysis]

[Post-tensioning girder analysis]

[Dynamic Boundary Nonlinear]

[Pushover 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 45

m Results midas Gen Introduction

Displacement Contour

Solid Stresses (Iso-Surface)

Von Mises Stresses Contour

Stress Results (Diagrams & Graphics

46


Story related tables & Define modules 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)

Module 2 Module 1

Module 3 47


Dynamic Report Generation

Drag & Drop

1

48

m Design midas Gen Introduction

Applicable 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

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

49


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 2008

Steel Frame Design (ULS & SLS)

Eurocode 3:2005

Slab/Wall Design (ULS & SLS)

Eurocode 2:2004

50


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

Slab flexural design

Punching shear check result

Slab serviceability checking

Wall design

Define reinforcement direction

51

m Useful Features for Construction Stage Analysis midas Gen 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.

52


Construction Stage Analysis for Composite Members

 Define an analytical model for each construction stage by assigning activated or inactivated se ctions 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.

53


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

54


Spring Supports For Soil Interaction

 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.

[Nonlinear point spring support]

[Pile Spring Support]

[Surface Spring Support]

[Nodal Spring and Distributed Spring]

55


Tendon Loss

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

56

m Project Applications midas Gen Introduction

Burj Khalifa (Dubai, UAE) CS:1

overview

CS:30

Height No. of floors Location Function / Usage Designer Architect General Contractor

705 m 160 Dubai, United Arab Emirates Office Building & Residential Building Adrian D. Smith Skidmore, Owings & Merrill Samsung Development 57

m Project Applications

overview


SK S-Trenue (Seoul, Korea)

Area No. of floors Location Function / Usage Structure Type Foundation Type Lateral load resisting system

39,600 m2 36 Seoul, Korea Office Building Composite Structure Mat Foundation RC Core + Steel + RC Composite Frame 58

m Project Applications

overview


Keangnam Hanoi Landmark Tower (Hanoi, Vietnam)

Height No. of floors Location Function / Usage Structure Type Architect Contractor

345m 70 fl., 49 fl. Hanoi, Vietnam Hotel, Office, and Residential building Reinforced Concrete Structure Heerim, Samoo, Aum & Lee, Hellmuth Obata + Kassabaum Keangnam 59


60


61


62


63

C

ColumnShortening

One Stop Solution for Building and General Structures

Thank You! http://en.midasuser.com/ [email protected]

64

Highrise Building Design in Midas Gen_final

Recommend Documents