StructuralStructural DesignDesign ofof TaipeiTaipei 101101 TowerTower

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 101 • Over 30 Years in Practice, Since 1974 • Specialize in Building Structural Consulting Services Site Plan

Parking North Square Parking Exit Entry Grand Hyatt Shopping Mall Retail Hotel Center Office World Tower City Trade Park Center South Square

Parking Entry Main Street Parking Exit 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 101 Podium 6 Basement 5 •Main Usage Main Tower Office (7F – 84F) Mech. Level (Every 8F) Podium Shopping Mall (B1F – 5F) Basement Parking (B2F – B5F) Tower Podium

Clay

Colluvium (1) 380×150ψ 167×200ψ Colluvium (2)

Sandstone FOUNDATION PLAN A B C D EFG HJH.5 K LMNPQ RTS

1

1.6

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19 TYPICAL FLOOR FRAMING PLAN Lower Story

16 TYPICAL FLOOR FRAMING PLAN Upper Story

16

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 P.1 P.7 SCB SC1 SC1 SC1

12.2

12.2 12.9 12.2

12.9 12.9

14.1

14.1 14.7 14.1

14.7 14.7

SC2

SC2 SC2

Elevation BUILDING MODE SHAPES

1st mode 2nd mode 3rd mode 10 Structural Design OUTLINE

• Structural System • Analysis & Design

Wind Design

Seismic Design Special Measures Wind Design Wind Tunnel Test DESIGN CRITERIA

WIND • ½YEAR(14 m/s) - HUMAN COMFORT (a<5 cm/s2 ) • 50 YEAR(39.9m/s) - DRIFT RATIO < 5/1000

• 100 YEAR(43.3m/s) - STRESS CHECK(factored load) Wind Analysis – 1/2-yrs

10 floor acceleration @ Level 89F w/ inherent damping 2 2 8 7.4cm/sec (w/ typhoon) > 5 cm/sec 6.2cm/sec2 (w/o typhoon) > 5 cm/sec2 6 g) Taiwanese Criteria (5 milli-g) (% N TIO

A 4 ELER C L AC

TA 2 TO

0 0.1 1 10 RETURN PERIOD (years)

ISO Criteria With (1.5% damping)

Without Typhoons (1.5% damping) with TMD (5% damping - TYPHOON) Wind Analysis – 50-yrs Maximum drift ratio < 5/1000 DESIGN SHEAR DRIFT RATIO 50 year return period load 50 year return period load 600.0 450

1.0Wx 1.0Wx 400

500.0 1.0Wy 1.0Wy 350

300 400.0

250

300.0 200

150

200.0 100 ELEVATION（M） ELEVATION（M）

50 100.0

0

0.0 -50 0.0 5000.0 10000.0 15000.0 012345 SHEAR (TONS) SHEAR (TONS) Wind Analysis – 100yrs

DESIGN SHEAR DESIGN MOMENT 100 year return period load 100 year return period load 550 550

1.0Wy 1.0Wy

450 1.0Wx 450 1.0Wx

350 350

250 250

150 150 ELEVATION（M） ELEVATION（M）

50 50

-50 -50 0 5000 10000 15000 0.0E+00 1.0E+06 2.0E+06 3.0E+06 4.0E+06 SHEAR (TONS) MOMENT (T-M) 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 OUTLINE

• Structural System • Analysis & Design

Wind Design

Seismic Design Special Measures SEISMIC DESIGN CRITERIA

Motion of Plates CODE DESIGN LOADING DRIFT RATIO < 5/ 1000

• 100 YEAR - REMAIN ELASTIC Distribution of Active Faults DESIGN INTENSITY:0.13G • 950 YEAR - RETAIN STABILITY PGA=0.39G FACTORED SHEAR COMPARISON

DESIGN SHEAR 100 year return period load 550 1.3Wy

450 1.0Ey

350

250

150 ELEVATION（M）

50

-50 0 5000 10000 15000 20000 25000 SHEAR (TONS) DRIFT RATIO COMPARISON

DISPLACEMENT 100 year return period load 450

400

350

300 ）

M 250 （ 200 1.0Wy 150 1.0Ey

Elevation 100

50

0

-50 0246 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 <2.5 by pushover method; plastic hinge rotatio=0.25% • For 2500 year return period of earthquake: plastic hinge rotatio=4%＜4% allowable • If plastic rotation demand＞0.5%, cut girder flange 23 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 • - 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

ElectricElectric Pads Pads 10000 psi HIGH PERFORMANCE CONCRETE

• Design strength : 10000psi @ 90 days • High flowability: slump - 250±20mm slump 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 STATIC TESTING OF PILES

COMPRESSION: 4000 TONNES TENSION: 2200 TONNES DYNAMIC TESTING OF PILES

COMPRESSION: 消音設備Silencer 2000 TONNES MAX. 碎石級配Gravel

反Reaction力配重鋼板 Mass

燃燒氣室Combustion Chamber

活Piston塞

荷重計Load Cell Laser Laser 雷Beam射光 雷Generator射發光器

承載鋼鈑Bearing Plate Laser雷射感應器 Sensor Pile Transducer 載重試驗樁 SLURRY WALL REDUCED BEAM SECTION 10

8

6 g) Taiwanese Criteria (5 milli-g) (% N TIO

A 4 R LE E C C L A

TA 2 TO

0 0.1 1 10 RETURN PERIOD (years)

ISO Criteria With Typhoons (1.5% damping)

Without Typhoons (1.5% damping) with TMD (5% damping - TYPHOON) TMD BUILDING TMD Building Wind Damper Animation TMD CONSTRUCTION 尖塔TMD 尖塔VIO載重 THANK YOU FOR YOUR ATTENTION