Post on 30-Nov-2019
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