High-rise Building Structurals in Taiwan-korea2004

8/13/2019 High-rise Building Structurals in Taiwan-korea2004

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HIGH RISE BUILDING

STRUCTURES IN TAIWAN

THE TAIPEI 101

M.S.SHEU

Depart. of ArchitectureNational Cheng-Kung UniversityTainan,Taiwan

Seoul, 2004


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MOTIVATION

High-rise buildings were too much blooming in Taiwan

from 1975 to 1995.

But there were about 20 high-rise buildings totallycollapsed and other 20 high-rise buildings seriously

damaged in the Taiwan Chi-Chi Earthquake, 1999.

It is a good challenge to structural engineers to designand construct the Taipei 101 in Taiwan after the Chi-Chi

Earthquake.


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PURPOSE OF THIS PAPER

Try to introduce:

How high-rise building structures are designed in

Taiwan;

Why high-rise building structures were seriously

damaged in the Taiwan Chi-Chi EQK, 1999;

How to assess the collapse peak ground accelerationof high-rise building structures;

Structural design and construction of the Taipei 101.


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Taipei 101


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5

89F,91F Observatory

86~88F Restaurant

85F Conference Center

9~84F Offices

Mechanical Floor

35 36 59 60F Sky Lobby

5F~6F Health Center

4F City Square

1F~2F Main LobbyB1 Grand Market

B2~B5 Parking


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GENERAL SCOPE OF THE TAIPEI 101

Located at the financial district, City of Taipei, Taiwan.

Site area is 150m*150m owned by the City

Government of Taipei.

BOT project:

Built by the Taipei Financial Center Corporation

Operate for 70 years since 1996.

Transfer back to the City Government of Taipei.

Department Podium opened in Nov., 2003;

office tower will open in Dec., 2004.


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GENERAL SCOPE OF THE TAIPEI 101 (contd)

Design Architect :

C.Y. Lee and Partners, Taiwan.

Structural Designer :

Evergreen Engineering Consulting Co., Inc., Taiwan.Structural Peer Reviewer :

Thornton Tomasetti, New York, USA.

Project Manager and Construction Manager :

Turner, New York, USA.General Constructor :

Kumagai Gumi Co. Ltd., Japan.


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Total floor area = 356,000 m2

Land rent for 70 years = USD 600M

Construction fee = USD 720M = USD 2,000/m2

Design fee, consulting fee, insurance fee,

banking interest and management = USD 380M

Total investment fee = USD 1.7B = USD 4,800/m2


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Number of Story: Super Struc. 101, Basmt. 5

Total Height: 508 meters from ground floor to top of

pinnacleGround Floor Dimension: 62.3m*62.3m

Pinnacle Dimension : 4m*4m ~ 2m*2m

Super Col. Size:2400mm*3000mm*80mm/70MPa HPC


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19

18

17

16

15

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7

9

10

11

8

5

6

4

3

A

1.6

2

1

B C D KGE F H.5H J L M N P Q SR T

FOUNDATION PLAN Department Podium:167 piles2.0m

Office Tower:

380piles1.5m


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PILE CAP OF TOWER

18

19

14

15

17

16

K

9

10

12

13

11

8

H.5H J NML QP S TR

4.7m

3.0m

3.5m


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alluvium

alluvium

TOWER PODIUM

clay

Sof

ma

Roc


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STRUCTURAL PLAN OF LOWER STORIES

16


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STRUCTURAL PLAN OF HIGHER STORIES


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MECHANICAL PLAN

18

There are 16 outriggers,

1 vertical belt truss, 1

horizontal belt truss

and momentconnection girders to

stop unexpected

progressive collapse


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DESIGN REQUIREMENTS

FOR WIND LOAD1/2 years

- HUMAN COMFORT50 years

-DRIFT RATIO

100 years- STRESSRATIO


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RESULTS OF WIND ANALYSIS

Under 0.5 year return period of wind:

floor acceleration without damper = 7cm/sec2

floor acceleration with damper = 4cm/sec2

< 5cm/sec2

Under 50 year return period of wind:

max story drift under (55%Wx + 100%Wy + 55%Wz)

= 0.42% < 0.5% allowableUnder 100 year return period of wind:

max member stress ratio < 1.00

max story drift = 0.57%


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Wind Analysis for Human Comfort

0

2

4

6

8

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TOTALACC

ELERATION

(%g)

0.1 1 10RETURN PERIOD (years)

ISO Criteria With Typhoons (1.5% damping)

Without Typhoons (1.5% damping) with TMD (5% damping - TYPHOON)

Taiwanese Criteria (5 milli-g)

29


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Wind TMD

Wt: 680t

Diameter: 5.6m

Pendulum Ht: 9m

Damping: 5%


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DESIGN REQUIREMENTS

FOR EQK LOADCode design eqk load

- STORY DRIFT RATIO

100 year- MEMBER STRESS RATIO

950 year- DUCTILITY DEMAND

- PLASTIC ROTATION ANGLE


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RESULTS OF EQK ANALYSIS

Under Code design earthquake load:

max story drift = 0.33% < 0.5% allowable

Under 100 year return period of earthquake:

stress ratio < 1.00 by response spectrum analysis


ductility demand = 3 by pushover analysis;

plastic hinge rotation demand = 0.25%


plastic hinge rotation demand= 4% < 5% allowable

If plastic rotation demand > 0.5%, cut girder flange


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HIGH DUCTILE GIRDER FLANGE

PROVIDES 5% PLASTIC ROTATION


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Settlement due to WIND-X(Max = 1.2cm)

Settlement due to WIND-Y(Max = 1.2cm)

Settlement due to EQK-X(Max = 2.4cm)

Settlement due to EQK-Y(Max = 2.4cm)


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Pile Test by Stanamic


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2424


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Pumping Test of HPC


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DAMAGE OF TOWER CRANES DURING

CONSTRUCTION STAGE, MARCH 31, 2002

PGA on site was about 193 gals.

4 tower cranes were working on 53rd floorand two of them dropped down.

5 persons died and 10 persons wounded.

Some curtain walls, slabs, and sub-beamswere damaged.


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H260M

Before EQK

2002/3/28After EQK

2002/4/01


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Hinet

2002.03.31 EQK


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CONCLUSIONS

1. Taiwan is located at a very strong earthquakezone with very strong wind load.

So international joint ventures are highly

welcome to design the economical and

efficient structural systems for high-rise

buildings in Taiwan.

2. The structural design of the Taipei 101

is considered for both performance- based

criteria and progressive collapse under

unexpected load.


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CONCLUSIONS (contd)

3. Promoting the safety of tower cranes

during construction stage is a critical

issue for high-rise buildings, specially in

strong wind and/or strong earthquake

zones.


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THANK YOU

FOR YOUR ATTENTION

Documents

High-rise Building Structurals in Taiwan-korea2004