Structural Design of Taipei 101 TowerStructural Design of Taipei 101 Tower

Ching-Chang ChangAssistant 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

Main Street

Retail Center

WorldTradeCenter

Shopping Mall

Office Tower

ParkingExit

Parking ExitParking Entry

ParkingEntry

SouthSquare

North Square

City Park

GrandHyattHotel

PROJECT PROFILE

•Site Area(基地面積 30,277 m²•Floor Area(樓地板 373,831 m²•Height 508 m•Floors

Main Tower 101Podium 6Basement 5

•Main UsageMain Tower Office (7F – 84F)

Mech. Level (Every 8F)Podium Shopping Mall (B1F – 5F)Basement Parking (B2F – B5F)

Colluvium (1)

Colluvium (2)

Sandstone

TowerTower PodiumPodium

Clay

380×150ψ 167×200ψ

FOUNDATION PLAN

19

18

17

16

15

14

13

12

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

TYPICAL FLOOR FRAMING PLANLower Story

16

TYPICAL FLOOR FRAMING PLANUpper Story

16

MECHANICAL FLOOR

18

2X4=8 outriggers,

1 vertical belt truss,

1 horizontal belt truss,

SMRF

SC2

14.7

14.1

12.9

12.2

SC1

SCA M.2 M.9 P.1 P.7 SCB

Elevation

P.1

SC2

14.7

14.1

12.9

12.2

SC1

M.2SCA M.9 P.7 SCB

SC2

14.7

12.9

12.2

14.1

SC1

SCA M.2 M.9 P.1 P.7 SCB

1st mode 2nd mode 3rd mode

BUILDING MODE SHAPES

10

Structural Design OUTLINE

• Structural System

• Analysis & Design

Wind Design

Seismic Design

Special Measures

Wind DesignWind Tunnel Test

TYPHOON

DESIGN CRITERIA

WIND

• ½ YEAR (14 m/s) - HUMAN COMFORT (a

Wind Analysis – 1/2-yrs

0

2

4

6

8

10 TO

TAL AC

CELE

RATI

ON (%

g)

0.1 1 10 RETURN PERIOD (years)

ISO Criteria With Typhoons (1.5% damping)

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

Taiwanese Criteria (5 milli-g)

floor acceleration @ Level 89F w/ inherent damping 7.4cm/sec2 (w/ typhoon) > 5 cm/sec26.2cm/sec2 (w/o typhoon) > 5 cm/sec2

DRIFT RATIO

50 year retu rn per iod load

-50

0

50

100

150

200

250

300

350

400

450

0 1 2 3 4 5

SHEAR (TONS)

ELEVATION（M）

1.0Wx

1.0Wy

Maximum drift ratio < 5/1000Wind Analysis – 50-yrs

DESIGN SHEAR50 year retu rn per iod load

0 .0

100 .0

200 .0

300 .0

400 .0

500 .0

600 .0

0 .0 5000 .0 10000 .0 15000 .0

SHEAR (TONS)

ELEVATION（M）

1.0Wx

1.0Wy

DESIGN MOMENT100 year retu rn per iod load

-50

50

150

250

350

450

550

0 .0E+00 1 .0E+06 2 .0E+06 3 .0E+06 4 .0E+06

MOMENT (T-M)

ELEVATION（M）

1.0Wy

1.0Wx

Wind Analysis – 100yrsDESIGN SHEAR

100 year retu rn per iod load

-50

50

150

250

350

450

550

0 5000 10000 15000

SHEAR (TONS)

ELEVATION（M）

1.0Wy

1.0Wx

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 ＜1.00max story drift=0.57%

20

Structural Design OUTLINE

• Structural System

• Analysis & Design

Wind Design

Seismic Design

Special Measures

SEISMIC DESIGN CRITERIA

CODE DESIGN LOADING DRIFT RATIO < 5/ 1000

• 100 YEAR - REMAIN ELASTICDESIGN INTENSITY:0.13G

• 950 YEAR - RETAIN STABILITYPGA=0.39G

Distribution of Active Faults

Motion of Plates

FACTORED SHEAR COMPARISONDESIGN SHEAR

100 year retu rn per iod load

-50

50

150

250

350

450

550

0 5000 10000 15000 20000 25000

SHEAR (TONS)

ELEVATION（M）

1.3Wy

1.0Ey

DRIFT RATIO COMPARISONDISPLACEMENT

100 year return period load

- 50

0

50

100

150

200

250

300

350

400

450

0 2 4 6

DISPLACEMENT（M)

Ele

vatio

n（M）

1 .0Wy

1 .0Ey

X-SC1

TIME HISTORY ANALYSIS (信義國小震譜）

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

Structural Design OUTLINE

• Structural System

• Analysis & Design

Wind Design

Seismic Design

Special Measures

SPECIAL MEASURES TO RESIST WIND AND SEISMIC FORCES

• High Strength and High Ductility Steel Plates– SM570M

• High Strength and High Performance Concrete

Infilling Columns - 10,000 psi

• Pile Capacity Test

• Tuned Mass Damper - Tower

• Smaller Tuned Mass Dampers - Pinnacle

HIGH PERFORMANCE STEEL PLATES - SM570M

• Used for tower columns, girders & braces• High strength : 60 ksi≦Fy≦74 ksi• High ductility :

Yield ratio≦80% For girders & braces (t ＞40 mm ) ≦85% For girders & braces (t ≦40 mm ),

columns• High weldability : Ceq≦ 0.44 % ( t ＜40 mm )

≦ 0.47 % ( t ≧40 mm )• Through-thickness ductility• Impact absorption energy

SUPER-COLUMN FABRICATION

•Max Col. Size:2400mm×3000mm×80mm/70MPa HPC

WELDING OF SUPER-COLUMN

Welding Sequence Preheat Pads

WELDING OF SUPER-COLUMN

Electric PadsElectric Pads

10000 psi HIGH PERFORMANCE CONCRETE

• Design strength : 10000psi @ 90 days

• High flowability: slump - 250±20mmslump flow - 600±20mm

• 5% maximum air bubble underneath diaphragm plate

• Autogenous shrinkage ≦300×10-6 m/m @ 90 days

COLUMN INFILL MOCKUP TEST 10,000 psi HPC

REVERSE CIRCULATION PILE

COMPRESSION: 4000 TONNESTENSION: 2200 TONNES

STATIC TESTING OF PILES

DYNAMIC TESTING OF PILES

COMPRESSION:2000 TONNES MAX.

消音設備

碎石級配

反力配重鋼板

燃燒氣室

活塞

荷重計

雷射光

承載鋼鈑

載重試驗樁

雷射感應器

雷射發光器

承載鋼鈑

Pile

Bearing PlateLaser SensorTransducer

Laser Beam

Laser Generator

Load Cell

Piston

Combustion Chamber

Reaction Mass

Gravel

Silencer

SLURRY WALL

REDUCED BEAM SECTION

TMD

0

2

4

6

8

10

TOTA

L AC

CELE

RATI

ON (%

g)

0.1 1 10 RETURN PERIOD (years)

ISO Criteria With Typhoons (1.5% damping)

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

Taiwanese Criteria (5 milli-g)

BUILDING TMD Building Wind Damper Animation

TMD CONSTRUCTION

尖塔TMD

尖塔VIO載重

THANK YOU FOR YOUR ATTENTION