Auckland Structural Group - State of the Art of Tall …...• Bundled tube structure • etc. 2....

State of the Art of Tall and Super‐tall Building Structures in China

Ying Zhou

Auckland Structural Group, New Zealand, May 2, 2017

Vice Director, International Joint Research Laboratory of Earthquake Engineering

Chair, Research Institute of Structural Engineering & Disaster Reduction, Tongji University

2

College of Civil Engineering, Tongji Univ.

Prof. Yaoru LU Prof. Zuyan SHENProf. Jun SUN Prof. Haifan XIANG

Faculty and Facility

4 Academician + 300 Faculty+100 Staff

Shaking table array Wind TunnelHeavy compressor

3

College of Civil Engineering, Tongji Univ.

Faculty and Facility

Department of Geotechnical Engineering

Department of Hydraulic Engineering

Department of Building Engineering

Department of Bridge Engineering

College

Research Institute of Structural Engineering and Disaster Reduction (42 faculty+18 Staff)

• State Key Laboratory of Disaster Reduction in Civil Engineering

• International Joint Research Laboratory of Earthquake Engineering (ILEE)

4

1. Background of Tall Buildings

5


Ping An Finance Center (660 m)

Wuhan Greenland Center (606 m)

Shanghai Center Tower (632 m)

Z15 Tower (528 m)

Goldin Finance 117 (597 m)

PGA10%/50y=0.1g PGA10%/50y=0.1g PGA10%/50y=0.05g PGA10%/50y=0.1g PGA10%/50y=0.2g

Super-tall Buildings in China

Shenzhen Shanghai Wuhan Tianjin Beijing

6


Before 1976 Tangshan earthquake

7


After 1976 Tangshan earthquake (M=7.6)

Death: 242769

8


9

Height relative to context

Proportion

Tall building technologies

Definition of tall buildings in different countries

Countries Height stories

China >28m for residential buildings>24m for other civil buildings

10 floors

Japan >31m for civil buildings >8 floors

USA >24.6m for civil buildings >7 floors

UK >24.3m for civil buildings —


1.1 Definition of Tall BuildingsTall buildings exhibit some characteristics as below :

• Height relative to context• Proportion• Tall building technologies

10Average Height of the 100 Tallest

Buildings in the World

World’s 20 Tallest in 2020

44%

26%

16%

14% China

Middle East

US

Other area

Distribution of 100 Tallest Completed Buildings around the World

1.2 Development of Tall Buildings

• The average height of the tallest buildings increases rapidly

• China holds the largest proportion of the world’s top 100 tall buildings

1. Background of Super‐tall Buildings

300m

600m

11


XYZ

Wind

Earthquake

Force/displacement vs. Height

1.2 Development of Tall Buildings

Forc

e/D

ispl

acem

ent

12

A balance of the height, material and system

FramePlenary Frame

TubeShear wall

• Frame• Shear wall• Frame-shear wall

structure• Frame-tube structure• Tube-in-tube structure• Bundled tube

structure• etc.

2. Structural Systems for Tall Buildings

13

Frame system

Shear wall system

Dual system

Multiple system

Control system


Earthquake Damage

Seismic Technology

14

Multiple system + Control systemFrame system

1947

Bund No.14

37m

Shanghai

Shear wall system

1976

Baiyun Hotel

122m

Guangzhou

Dual system

2015

Shanghai Center

632m

Shanghai

1990

Bank of China

315m

Hong Kong

2004

Taipei 101 Tower

509m

Taipei


15


Structural Walls1

Eddy-current Tuned Mass Dampers3

Ground Motion Selection4

Dynamic Testing5

Damped Outriggers2

16

3. Structural Walls

3.1 Reinforce Concrete Shear Walls (1990s, Prof. X. Lu)

-25 -20 -15 -10 -5 0 5 10 15 20 25-100-80-60-40-20

020406080

100

load

(kN

)

displacement(mm)

Experiment Analysis

-60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60-140-120-100-80-60-40-20

020406080

100120140

load

(kN

)

displacement(mm)

Experiment Analysis

Shear Walls

Tubes

17

3. Structural Walls

3.1 Reinforce Concrete Shear Walls (2000s, Prof. W. Cao)

Shear walls with diagonal reinforcement

18

3. Structural Walls

3.2 Composite Shear Walls (2000s)2.0

1.5

1.5

1.5

-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30-600

-400

-200

0

200

400

600

荷载

(kN)

位移(mm)

-50 -40 - 30 -20 -10 0 10 20 30 40 50

-600

-400

-200

0

200

400

600

位移(mm)

Shear walls with embedded steelYing Zhou, et al. Seismic behavior of composite shear walls with multi-embedded steel sections. STRUCT DES TALL SPEC. 19(6): 618-636, 2010.

19

3. Structural Walls

3.3 Shear Wall Database from Tongji University (2010, Prof. Y. Zhou and X. Lu)http://nees.org/resources/869 (83 shear walls)

20

3. Structural Walls

After 2008 Wenchuan earthquake (M=8)

Death: 69227

21

3. Structural Walls

3.4 Viscous Wall Dampers(2008, Prof. X. Lu and Y. Lu)

18.5 . . . .

400 . . .

Performance test

Mechanical model

Xilin Lu, Ying Zhou, Feng Yan. Shaking table test and numerical analysis of RCframes with viscous wall dampers. J STRUCT ENG-ASCE. 134(1): 64-76. 2008

Shaking table test

22

3. Structural Walls

A

A

20070 7020

040

0

6027

070

20

2

10

372A-A (Units: mm)

sign⁄

4.457.

0.1968

0.7845 . 0.0590 1.0

-6

-4

-2

0

2

4

6

-15 -10 -5 0 5 10 15

Forc

e, F

/ kN

Displacement, u / mm

CalcTest

vmax = 40.0 mm/s

3.4 Viscous Wall Dampers (2010s, Prof. Y. Zhou)

II. Generalized Maxwell model:

I. Performance Test

23

3. Structural Walls

-30-20-10

01020

0 5 10 15 20 25 30

Inte

r-st

ory

disp

lace

men

t, Δu

/ mm

Time, t / s

Calc F1 Test F1

0.7g El Centro

-5

-2.5

0

2.55

0 5 10 15 20 25 30

Inte

r-st

ory

disp

lace

men

t, Δu

/ mm

Time, t / s

Calc F1 Test F1

0.2g El Centro

0

1

2

3

4

5

0 2 4 6

Hei

ght,

H/ m

Acceleration amplification factor, k

M1 PGA = 0.1 g

ElTaftAW09-1

0

1

2

3

4

5

0 2 4 6

Hei

ght,

H/ m

Acceleration amplification factor, k

M2 PGA = 0.1 g

ElTaftAW09-1 0

1

2

3

4

5

0 0.01 0.02

Hei

ght,

H/ m

Inter-story drift angles, θ

0.1g El Centro

M1M2

0

1

2

3

4

5

0 0.01 0.02

Hei

ght,

H/ m


0.1g Taft

M1M2

0

1

2

3

4

5

0 0.01 0.02

Hei

ght,

H/ m


0.1g AW09-1

M1M2

3.4 Viscous Wall Dampers (2010s, Prof. Y. Zhou)III. Shaking table test & dynamic elasto-plastic analysis

Ying Zhou, Peng Chen, Dan Zhang, et al. Study on shaking table test of asteel frame with viscous wall dampers. (under review, ENG STRUCT)

24

3. Structural Walls

Full scale test (VWD－NL×850×60, FUYO, China)

25

3. Structural Walls

Shimao International Plaza(Retrofitting)

3.4 Viscous Wall Dampers (2010s, Prof. Y. Zhou)IV. Application of VWDs

Xianmen International Center(340m, 90 x 170ton)

Tangshan Residential Building(32-story, 66 x 40T)

26

3. Structural Walls

-15 -10 -5 0 5 10 15-10

-5

0

5

10

Deformation (mm)

Dam

ping

forc

e (k

N)

100%, Testing100%, Modeling

3.5 Viscoelastic Dampers with Strong Nonlinearity(2010s, Prof. Y. Zhou)I. Performance tests

-40 -30 -20 -10 0 10 20 30 40-10

-8

-6

-4

-2

0

2

4

6

8

10

F / k

N

Δ / mm

50% 100% 110% 120% 130% 140% 150% 180% 200% 250% 300%

①

②③

④⑤

① Phase different② Initial stiffness③ Softening under repeated loading④ Softening under great strain⑤ Stiffening under great strain

1 2 1 2

13

21

( )

( )n n

F F FF k u z

F au bu

z u u z z u z

-20 -10 0 10 20

-15

-10

-5

0

5

10

15

Deformation (mm)

Dam

ping

forc

e (k

N)

200%, Testing200%, Modeling

0

0

0.97 0.1

0.83 0.17

0.0937 0.1930.436 1.47

u

u

k ee

II. Mechanical model

Nonlinearity resources

27

3. Structural Walls

III. Shaking table test Numerical simulation

0.1 0.2 0.3 0.4 0.5 0.60

5

10

15

20

VED - Taft VED - El Centro VED - AW09-1 MRF - Taft MRF - El Centro MRF - AW09-1

ζ / %

PGA / g

0 20 40 60 800

1

2

3

4

5

Hei

ght /

m

Displacement / mm

MRF - Taft VED - Taft MRF - El Centro VED - El Centro MRF - AW09-1 VED - AW09-1

PGA=0.1g

0 5 10 15 20 25-10

-5

0

5

10

Time / s

Acc

eler

atio

n / m

·s2

TestOpenSees

0 5 10 15 20 25-40

-20

0

20

40

Time / s

Dis

plac

emen

t / m

m

TestOpenSees

0 5 100

1

2

3

4

5

Acceleration / m/s2

Hei

ght /

m

TestOpenSees

0 20 400

1

2

3

4

5

Displacement / mm

Hei

ght /

m

TestOpenSees

3.5 Viscoelastic Dampers with Strong Nonlinearity(2010s, Prof. Y. Zhou)

S. Gong, Y. Zhou. Experimental study and numerical simulation on a new type of viscoelastic damper with strong nonlinear characteristics. STRUCT CONTROL HLTH, 2017; 24: e1897.

28

3. Structural Walls

0

10

20

30

40

50

60

70

80

90

0 0.005 0.01 0.015 0.02

Without damperWith dampers

Inter-story Drift

Heig

ht (m

)

-34%

IV. Application in Dabao’en Temple(Steel structure, 99m, 112 VEDs)

0 1 2 3 4 5 60

0.5

1

1.5

2

2.5

T (s)

Sa (m

/s2 )

GM35-1MGM35-2MGM35-3MGM35-4MGM35-5MGM35-6GM35-7MeanSpecification

Performance test of VED

Sa of ground motions

-600

-400

-200

0

200

400

600

0 5 10 15 20 25 30 35 40 45 50

Without damper With dampersDisp

lace

men

t (m

m)

Control effectComparison of top displacement

3.5 Viscoelastic Dampers with Strong Nonlinearity(2010s, Prof. Y. Zhou)

S. Gong, Y. Zhou, P. Ge. Seismic analysis of for tall and irregular temple buildings: A case study of strong nonlinear viscoelastic dampers. STRUCT DES TALL SPEC. 2017, tal.1352

29

4. Damped Outriggers

4.1 Introduction

Shanghai Center Tower

30


4.1 Introduction

GoodWith outriggers:

Bad

- The stiffness is helpful to the control of inter-story drift under wind and earthquakes.

- The overturning moment is balanced between peripheral frame and central core walls.

- The change of stiffness would form the vulnerable stories under strong earthquakes.

31


4.1 Introduction

Ying Zhou, Hexian Li. Analysis of a high-rise steel structure with viscous damped outriggers. STRUCT DES TALL SPEC, 23(13): 963–979, 2014.

Manila, Philippine (ARUP) Test in Guangzhou Numerical analysis

32


Comparison of hysteretic loops

4.2 Damped Outrigger with BRB

Four configurations

Ying Zhou, Cuiqiang Zhang, Xilin Lu. Seismic performance of a damping outrigger system for tall buildings. STRUCT CONTROL HLTH, 2017, stc.1864.

33


Hysteretic loops Back bone curves

Comparison of IDRs

4.2 Damped Outrigger with BRB

34


4.3 Damped Outrigger Project in China (East China Architectural Design and Research Institute)

Urumqi Greenland Center (258m)

35

5. Eddy‐current Tuned Mass Dampers

5.1 Tuned Mass Damper

36

Eddy-current TMD

Building with ETMD under one earthquake input


5.2 Shanghai Center Tower (Prof. X. Lu and Z. Zhou)

37


Eddy-current TMD can effectively attenuate the response of undampedprimary system with a small weight penalty (1%-2%). The RMS valuesof acceleration response of the top floor were reduced up to 60%.

5.3 ETMD (Applied in Shanghai Center Tower)


A 1000 ton eddy-current TMD was set up on the 125th floor ofShanghai Center Tower, a 632m super-tall building. The TMD canattenuate the acceleration response of top floor by 45%-60% underwind load with long periods, and has relatively insignificant beneficialeffects but no adverse effects under earthquakes.

“Shanghai Eye”

5.3 ETMD (Applied in Shanghai Center Tower)

38Xilin Lu, Qi Zhang*, Dagen Weng, et al. Improving performance of a super tall building using a new eddy-current tuned mass damper. STRUCT CONTROL HLTH, 2016, stc.1882

39

6. Peer Review of Tall Buildings

Preliminary design

Review panel

(2)Nonlinear analysis

of the structure

(3)Dynamic

test of the

structure

(4)Static test of weak joints

(5)Site

measurement of dynamic

property

(3)Dynamic

test of the

structure

Conceptual design

(1)Ground Motion Selecti-

on

(1)Ground Motion Selecti-

on

Construction drawings

40


6.1 Ground Motion Selection

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.00.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

S a(m/s

2 )

T(s)

规范值 120%规范值 80%规范值 WAV01 WAV02 WAV03 均值

输入 X 向比值 Y 向比值

反应谱分析 41.16 100% 37.00 100%

WAV01 98.39 239% 56.10 152%

WAV02 83.13 202% 52.26 141%

WAV03 62.82 153% 46.82 127%

均值 81.45 198% 51.73 140%

最小值 62.82 153% 46.82 127%

最大值 98.39 239% 56.10 152%

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.00.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

S a(m/s

2 )

T(s)

规范谱 120%规范谱 80%规范谱 WAV01 WAV02 WAV03 WAV04 WAV05 均值

Solutions输入 X 向比值 Y 向比值

反应谱分析 41.16 100% 37.00 0%

WAV01 42.65 104% 36.31 98%

WAV02 38.70 94% 28.15 76%

WAV03 43.33 105% 36.63 99%

WAV04 35.90 87% 40.85 110%

WAV05 38.32 93% 34.27 93%

均值 39.78 97% 35.24 95%

最小值 35.90 87% 28.15 76%

最大值 43.33 105% 40.85 110%

Limitation

NO

YES

Applications (19)

Problems

41


Problems

• Classic similitude theory?• Composite material?• Sound interpretation?• Nonlinear damper?

Solutions

0 tk xtxctxtxm g → 1la

E

SSSS

→ a

lc S

SSS3

物理量质量系统量纲

已知物理量未知物理量量纲的线性列变换

L a c ac 22 Lac 322

[ M ] 0 1 0 1 0 0

[ L ] 1 －1 1 0 3 0

[T ] 0 －2 －2 －1 0 0

I. Quasi-static method II. Equivalent internal force method

6.2 Shaking Table Testing Technology

Method and Technology for Shaking Table Model Test of Building Structures

42


6.2 Shaking Table Testing Technology

43Intelligent high-rise building and structure

I have a dream…

44

ResilienceA resilient system returns to anequilibrium state after disturbance.Most resilient systems have multipleequilibrium points.

Earthquake resilient structuresA resilient structure refers tostructures that do not need to repairor only need slightly repair to restoretheir function after earthquake.

7.1 Definition

Resilient system

Earthquake resilience concept

7. Earthquake Resilience

45

7.2 Technology

Self-centering structures

Replaceablecomponents

Rockingstructures

Replaceableenergy

dissipation devices

Technologies for resilient structures


Ying Zhou, Xilin Lu. State-of-the art on rocking and self-centering structures. Journal of Building Structures in China. 32(9): 1-10, 2011.

4646

0.000 0.004 0.008 0.01202468

1012141618202224262830

N:NosaCAD软件结果A:Abaqus软件结果

楼层

层间位移角

原结构-N 耗能结构-N 原结构-A 耗能结构-A 规范限值

Plan layout of replaceable coupling beam

Connection for replaceable coupling beam

Damage contrastPerformance test Seismic response

7.3 Engineering Application—China


New construction: 29-story residential housing building in Xi’an, 2014

4747

8.1 High Performance Structure

8. Future Direction

Highperformance

material

New Material New Component New System

High performance concrete

Steel reinforced concrete column

Self-centering shear wall with replaceable feet

Highperformance component

Highperformance

system

4848

8.2 Combined Technology (Cross-disciplinary)

8. Future Direction

TMD + damperIsolation +

active control

COMBINED TECHNOLOGIES, BETTER PERFORMANCE!

Drone

Thanks!E‐mail: [email protected]

Auckland Structural Group - State of the Art of Tall …...• Bundled tube structure • etc. 2....

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Transcript of Auckland Structural Group - State of the Art of Tall …...• Bundled tube structure • etc. 2....