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Structural Design of Taipei 101 Tower

Ching-Chang Chang Assistant V.P. Evergreen Consulting Engineering, Inc.

Evergreen Consulting Engineering, Inc. 永峻工程顧問股份有限公司 • Structural Design and Site Supervision for Taipei 101 • Over 30 Years in Practice, Since 1974 • Specialize in Building Structural Consulting Services

Site Plan Parking Exit

Parking Entry

North Square

Grand Hyatt Hotel

Retail Center

Shopping Mall

World Trade Center

Office Tower South Square

Parking Entry

Main Street

Parking Exit

City Park

PROJECT PROFILE •Site Area(基地面積 •Floor Area(樓地板 •Height •Floors Main Tower Podium Basement

30,277 m² 373,831 m² 508 m 101 6 5

•Main Usage Main Tower Podium Basement

Office (7F – 84F) Mech. Level (Every 8F) Shopping Mall (B1F – 5F) Parking (B2F – B5F)

Tower

Podium

Clay

Colluvium (1)

380×150ψ

167×200ψ

Colluvium (2)

Sandstone

FOUNDATION PLAN A 1 1.6 2 3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18 19

B

C

D

E

F

G

H

H.5

J

K

L

M

N

P

Q

R

S

T

TYPICAL FLOOR FRAMING PLAN

Lower Story

16

TYPICAL FLOOR FRAMING PLAN

Upper Story

16

MECHANICAL FLOOR

2X4=8 outriggers, 1 vertical belt truss, 1 horizontal belt truss, SMRF

18

SCA

M.2

M.9

P.1

P.7

SCB

SCA

M.2

M.9

P.1

P.7

SCB SCA

M.2

M.9

SC1

SC1 SC1

12.2

12.2 12.2

12.9

12.9 12.9 14.1

14.1 14.1

14.7

14.7 14.7 SC2

SC2 SC2

Elevation

P.1

P.7

SCB

BUILDING MODE SHAPES

1st mode

2nd mode

3rd mode

10

Structural Design • Structural System • Analysis & Design Wind Design Seismic Design Special Measures

OUTLINE

Wind Design Wind Tunnel Test TYPHOON

DESIGN CRITERIA

WIND • ½ YEAR (14 m/s) - HUMAN COMFORT (a 5 cm/sec2 6.2cm/sec2 (w/o typhoon) > 5 cm/sec2

6

Taiwanese Criteria (5 milli-g) 4

2

0 0.1

1 RETURN PERIOD (years)

ISOCriteria

WithTyphoons (1.5%damping)

WithoutTyphoons (1.5%damping)

with TMD(5%damping- TYPHOON)

10

Wind Analysis – 50-yrs

Maximum drift ratio < 5/1000

DES IGN S HEAR 50 y ear r etu r n p er io d lo ad

6 0 0 .0

450

1.0Wx

1.0Wy

350

ELEVATION（M）

ELEVATION（M）

1.0Wx

400

1.0Wy

5 0 0 .0

DR I FT R ATI O 50 y ear r etu r n p er io d lo ad

4 0 0 .0

3 0 0 .0

2 0 0 .0

300

250

200

150

100

50

1 0 0 .0 0

0 .0

-5 0

0 .0

5 0 0 0 .0

1 0 0 0 0 .0

SHEAR (TONS)

1 5 0 0 0 .0

0

1

2

3

4

SHEAR (TONS)

5

Wind Analysis – 100yrs DES IGN S HEAR 1 0 0 y ear r etu r n p er io d lo ad

550

550

DES IGN MOMENT 1 0 0 y ear r etu r n p er io d lo ad

1.0Wy

1.0Wy 1.0Wx

1.0Wx

450

ELEVATION（M）

ELEVATION（M）

450

350

250

150

50

350

250

150

50

-5 0 0

5000

10000

SHEAR (TONS)

15000

-5 0 0 .0 E +0 0

1 .0 E +0 6

2 .0 E +0 6

3 .0 E +0 6

MOMENT (T-M)

4 .0 E +0 6

RESULTS OF WIND ANALYSIS • For 0.5 year return period of wind: floor acceleration without damper=7cm/sec2 • For 50 year return period of wind: max story drift =0.499%＜0.5% allowable • For 100 year return period of wind: max member stress ratio ＜1.00 max story drift=0.57%

20

Structural Design • Structural System • Analysis & Design Wind Design Seismic Design Special Measures

OUTLINE

SEISMIC DESIGN CRITERIA

Motion of Plates

CODE DESIGN LOADING DRIFT RATIO < 5/ 1000 • 100 YEAR

- REMAIN ELASTIC

DESIGN INTENSITY:0.13G • 950 YEAR PGA=0.39G

- RETAIN STABILITY

Distribution of Active Faults

FACTORED SHEAR COMPARISON DES IGN S HEAR 1 0 0 y ear r etu r n p er io d lo ad

550

1.3Wy 1.0Ey

ELEVATION（M）

450

350

250

150

50

-5 0 0

5000

10000

15000

20000

SHEAR (TONS)

25000

DRIFT RATIO COMPARISON DISPLACEMENT 100 year return period load 450

400

Elevation（ M）

350

300

250

200

1 .0 W y 150

1 .0 Ey

100

50

0

- 50 0

2

4

6

DISPLACEMENT（M)

TIME HISTORY ANALYSIS (信義國小震譜）

X-SC1

X-12.2

X-12.9

串連分析

HIGH DUCTILE GIRDER FLANGE PROVIDES 5% PLASTIC ROTATION

24

RESULTS OF EQK ANALYSIS • Under envelope of Code shear and dynamic shear: max story drift =0.325%＜0.5% allowable • For 100 year return period of earthquake: stress ratio＜1.00 by response spectrum analysis • For 950 year return period of earthquake: ductility demand