өндөр барилгын бүтээц төлөвлөлт үзэж байгаа оюутнуудад хэрэгтэй байж магадгүй

Introducton to High-Rise
Building Structures in China
Zhang yanxia
zhangyanxia@bucea.edu.cn
Beijing University of Civil Engineering and Architecture
July 19th,2011

Introduction to high-rise building structures in China
Outlines
Main structural types in high-rise building structures
 Intruduction to steel-concrete hybrid structures
 Example1:Beijing Fortune Plaza 2 Office Tower
Example2: China World Trade Centre 3

1.Main structural types in high-rise
building structures
(according to different material)

Concrete Structures
Steel Structures
Steel-Concrete Hybrid
Structures
3

Concrete Structure

1 CITIC Plaza ,Guangzhou ,1996 ,390m
2 Jinmao International Plaza, Shanghai, 2006, 333m
3 Chongqing World Trade Center , Chongqing, 2005, 283m

4

Steel Structure

1 Beijing TV Centre, Beijing,2007 ,294m
2 Minsheng Bank Building, Wuhan, 2008, 331m
3 CCTV Tower, Beijing, 2011, 239m

5

Phoenix International Media Center
Phoenix International Media Center is a
multipurpose
and
comprehensive
architecture with functions of television
programming, offices and business. As
usual, media building has large space such
as broadcasting hall, as well as typical
office floors vertically. It is hard for this two
parts to achieve a harmonious effect.
However, in this program, Designers resort
to the pattern of Mobius, that is, combines
high office floor with media broadcasting
hall. While satisfying the need of the place
for programming as well as other
supporting establishments, it becomes a
complete space and volume. Unique
building shape combines with the natural
scene in Chaoyang Park.

6

Phoenix International Media Center

7

2. Introduction of hybrid structure
Hybrid structure system composed
by steel frame ,steel reinforcement
concrete( SRC) frame or concrete
filled tube( CFT) frame and RC
core tube is a new optional
structure system, which is widely
used in the design of high-rise
buildings, especially the super
high-rise buildings, in China
nowadays.

8

Hybrid Structure

1 Greenland Financial Center, Nanjing, 2010, 450m
2 Shanghai World Financial Center, Shanghai, 2008, 492m
3 China World Trade Center III, Beijing, 2010, 330m

9

The main advantages of hybrid structures:
Compared with concrete structures
•Decrease the structural weight
•Reduce the components section
•Speed up the progress of construction
•Improve the performance of the structures
10

The main advantages of hybrid structures:
Compared with steel structure
Improve the fire proof performance of the
structure
Decrease the overall cost
Increase the lateral stiffness of the structure
Improve the comfortable performance under
wind load

11

2. Introduction of hybrid structure
At present, many high-rise buildings which is about 150m to
200m height or even above 300m height are hybrid structure,
but most of those buildings are located in the area of seismic
intensity fortification 7( design basic acceleration is 0.10g or
0.15g).
According to Chinese building code JGJ3-2002, the maximum
application height for hybrid structures is 150m for the area of
seismic intensity fortification 8( design basic acceleration is
0.20g).
The Beijing Fortune Plaza 2 office tower is 265m tall and will
become the second tallest building after the CWTC 3A mega
tower in Beijing,, which is in the area of seismic intensity
fortification 8, and the tallest CFT frame-RC core wall hybrid
structure in Beijing.

12

typical buildings of hybrid structure
Xuelian Building
Xuelian building is a high-rise
structure, and is built in high
seismic intensity region. It has 36
floors above the ground, and is
146.30m totally high. It s irregular
plan and non-orthogonal frame
result in weak lateral stiffness. To
solve these structural difficulties,
the following measures are
adopted.
The
structure
is
designed as a mixed structure
which is composed of concretefilled rectangular steel tube frames
and reinforced concrete tubes.
Two strengthening stories are
designed with outriggers and belt
members.

13


Xuelian Building in construction
14


Connections in Xuelian Building
15

CNPC Office Building
CNPC Office Building include 4 tower and several podium
buildings. Tower is 90m high, has 22 stories above the
ground( Tower D is 18 stories),and has 4 stories basement. The
podium building is 38.2m high,and has 10 stories above the
ground.The standard story height is 3.9m.

16

Construction Progress
04.12.8
05.1.1
05.2.1
05.3.1
05.4.2
05.5.2
05.6.2
05.7.2
05.8.5
05.9.2
05.10.2
05.11.8
05.12.8
17

Jinmao Tower
The building is located on a
24000m² plot of land near the Lujiazui
metro station. The 88 floors (93 if the
spire floors are counted) are divided into
16 segments, each of which is 1/8
shorter than the 16-storey base. The
tower is built around an octagonshaped concrete shear
wall core
surrounded by 8 exterior composite
super columns and 8 exterior steel
columns. Three sets of 8 two-story
high outrigger
trusses connect
the
columns to the core at six of the floors to
provide additional support.
21

Shanghai World Finacial Center
The building is a supertall skyscraper in
Pudong, Shanghai. In order to decrease
the weight of the building, the majority of
that decrease had to be found in a
reduction of the thickness of the
concrete shear walls of the services
core. This reduction could be achieved
only by decreasing the wind and
earthquake induced lateral forces
resisted by those walls. That decrease
could be found only by increasing the
stiffness of the lateral force resisting
system of the perimeter wall.
22

Shanghai World Finacial Center
To resist the forces from typhoon
(hurricane) winds and earthquakes,
three parallel and interacting structural
systems were incorporated:
1) The mega-structure, consisting of the
major structural columns, the major
diagonals, and the belt trusses.
2) The concrete walls of the services
core.
3) The interaction between the concrete
walls of the services core and the megacolumns, as created by the outrigger
trusses.

23

Example1 Beijing Fortune Plaza 2 Office Tower
3.1 Introduction ：
Location ： the Center Business District (CBD) Beijing;
Height: 256.35m ；
Floor ： 59 floors and 4 floors underground ；
Architectural Area ： 150,000m2
Structure System ： CFT frame-RC shear wall core
24

3 Beijing Fortune Plaza 2 Office Tower
3.2 DESIGN STANDARDS
The design of the proposed development will comply the following
current code of practices in China:
(1) Unified standard for reliability design of building structures GB50068-2001
(2) General definitions & symbols Architectural Design GB/T50083-97
(3) General definitions & symbols Structural Design GBJ132-90
(4) Specifications for Loading in Building Structure GB50009-2001
(5) Code of Seismic Design of Buildings GB50011-2001
(6) Code for Design of Concrete Structures GB50010-2002
(7) Code for Design of Steel Structures GB50017-2003
(8) Technical Specification for Steel Structure of Tall Buildings JGJ99-98

25

(9) Technical Specification for Box and Raft Foundation JGJ6-99
for Tall Buildings
(10) Specification for Pile Foundation of Buildings JGJ94-94
(11) Beijing Standard – Specifications for Foundation Design DBJ01-501-92
(12) Technical Specification for Tall Reinforced Concrete Buildings JGJ3-2002
(13) Technical Specification for Steel Reinforced Concrete JGJ138-2001
Composite Structures
In case where elements are not covered by Chinese Standard, reference to the
following standard would be made.
(1) Prestandard and Commentary for the Seismic Rehabilitation FEMA356
of Building
(2) Seismic Evaluation and Retrofit of Concrete Buildings ATC40

26

2.3 MATERIAL DATA
2.3.1 Concrete
Grade of concrete for structural components must not less than C30,
according to GB50010-2002.
Design parameters are as follows:
Concrete Grade Standard Value

fck (N/mm²)

C30
C35
C40
C45
C50
C60

20.1
23.4
26.8
29.6
32.4
38.5

Design Value,
fc (N/mm²)
14.3
16.7
19.1
21.1
23.1
27.5

Young’s Modulus
Ec (N/mm²)
3.00×104
3.15×104
3.25×104
3.35×104
3.45×104
3.6×104

27

3.3.2 Reinforcement
All reinforcement complies with Chinese Standard GB50010-2002.
Type

dia
(mm)

Standard Value
fyk (N/mm2)

DesignValue
fy ， fy’
(N/mm2)

Young’s Modulus
Es (N/mm2)

HPB235
HRB335

8~20
6~50

235
335

210/210
300/300

2.1×105
2.0×105

HRB400

6~50

400

360/360

2.0×105

28

2.3.3 Structural Steel
All structural steel would be either British Standard Grade 43/Grade 50
or Chinese Standard Q235/Q345.

29


30

3.4 LOADS
3.4.1 Floor Loads
The following live and superimposed loads based on the Chinese Code
GB50009-2001 are used.
Standard loads of the Fortune Plaza 2 office tower (kN/m²)
Location / Type of Loading
Roof

Live load
1.5 or actual load

E&M

Finishes

1.5

4.8

–
1.0

Typical Office Floor

3.0

0.5

1.7*

Typical Hotel Floor

2.0

0.3

1.2

Staircase

3.0

–

1.2

Mechanical room
Refuge Floor
* ceiling = 0.5, finishes = 1.2

Not less than 7.5 or actual load
5.0

Partitions

–

According to
framing plan
–

1.2

–

1.2

–

31

3.4.2 wind loads
The wind loads based on the Chinese Code GB50009-2001. Based on
100 years return period, Design wind Load is 0.50kN/m².
Wind loads and acceleration for the engineering are still being
expected from wind tunnel tests conducted by BMT company. The
result of test is similar with the calculation of Chinese Code GB500092001.

Wind tunnel test

3.4.3 Snow loads
Based on 100 years return period, Design Snow Load is 0.45kN/m².

32

3.4.4 Earthquake Loads
The data below is based on Chinese Code GB50011-2001 and the
recommendations from the “Seismic Hazard Assessment Report ”
provided in June, 2008. The Site Category and Seismic Intensity
fortification are based on Chinese Code GB50011-2001.
•Seismic intensity fortification: Degree 8
Design basic acceleration = 0.20g
•Site Category: Category II, Group 1, Tg = 0.37s
•Period reduce modulus:0.9;
•Structural damping ratio:0.04(frequent earthquake),0.04(design
earthquake),0.05(rare earthquake);

33


34

3.5 Comparison with Code Limits
Requirement in Chinese
Building Codes
Structure System
Story

Tower
Basement

CFT Frame － RC Core
Tube
59
4

Tower

256.35m(part 7.3m above
the roof)

Basement

Height
(m)

Note

JGJ3-2002 Table
11.1.2 ： the maximal
application height for
Unsatisfied
hybrid structures is 150m
for the area of seismic
intensity 8

18.5

Dimension of Standard
Floor Plan (Length×Width,
m)
Structure Height to Width
Ratio

64.33×41.85

256.35/41.85 =6.13

JGJ 3-2002
Table11.1.3:the value
should less than 6

Unsatisfied
35


Torsion
Irregularity

Horizontal
Irregularity

Geometric
Irregularity

Diaphragm
Discontinuity
Irregularity

Y-Direction: all less than
1.2; X-Direction: part
beyond 1.2 ， but less
than 1.3,others less than
1.2

JGJ 3-2002§4.3.5:for the Class B
structure, the torsion displacement
Mainly
ratio should less than 1.2, must less
Satisfied
than 1.4, when accidental torsion
effect is considered.

—

JGJ3-2002§4.3.6:reduced
floor
width should less than 50% of the
total
width.GB50011-2001§3.4.2: Satisfied
reduced floor width should less than
30% of the total width in one side.

—

GB50011-2001§3.4:floor
effective
width less than 50% of the total
width, the open area of floor should Satisfied
less than 30% of the total area, and
no out-of-plan offset exist.

36

Stiffness mutation exist at the
stories adjoin to the
Stiffness Soft
strengthen story , but still
Story Irregularity
satisfy with the code
requirement.
Vertical
Discontinuity in
Irregularity
Vertical Lateral

Weak Story
Irregularity

GB50011-2001§3.4.2:
story
lateral stiffness should not less
than 70% of the stiffness of the
Satisfied
upper story, and 80% of the
average stiffness of the upper 3
stories.

GB50011-2001§3.4.2:
vertical
Discontinuity in vertical lateral
force should not be transferred by Satisfied
not exist
horizontal members.
JGJ3-2002§4.4.3:for the Class B
Bearing Capacity mutation structure, the story shear bearing
exist for the strengthen stories capacity should not less than
exist.
75% of the capacity of the upper
story.

Story Shear to Weight Ratio Minimum Value ： 0.024

JGJ3-2002§3.3.13:to structure
whose fundamental period
beyond 5s,the minimum value is
0.024

Satisfied

37

3.6 Floor Diaphragm
•Profiled steel sheeting-concrete
composite slabs
•Steel beam connected with RC slab by shear
resisting stud
•C40 concrete is used
•Thickness:
a.130mm for office stories(requirement of
comfortable) 200mm for mechanical
stories/strengthen stories(the result of elastic
calculation)
b.200mm for the 1st bottom floor(requirement of
embed)
c.200mm for the roof, 130mm for the concrete
floor in the core tube.
38

3.7 Lateral Resisting System—Core Tube

39

•Dimension:
42.3m×15.9m(Footing-44th Story),34.8m×15.1m(45th Story-Roof)
•Thickness:
Decrease smoothly from 1200mm to 600mm with story increasing
•The core tube resists most of the gravity and lateral force, and shows a great
torsion resisting capacity.

40

According to the Chinese Building
Codes, the seismic resisting level
of the core tube is special 1st ,so
the bottom ,1st Story to 16th Story,
should be strengthen.
Composite steel plate shear
wall(CSPSW) is used to increase
the ultimate bearing capacity and
the ductility of the core tube.

41

3Beijing Fortune Plaza 2 Office Tower

The core tube should satisfy with the
requirement of keeping elastic under
precautionary seismic intensity.
Ratio of axial compression stress to strength
should be controlled strictly

42

The section of hidden beam and hidden column around CSPSW
should be increased, so that the hidden beam and column can
constrain the steel plate effectively to make full use of the steel plate.
Hidden column should be settled at the corner of the core tube, and
connected with the hidden beam.

43

Advantage of CSPSW
a.Reduce the weight of core wall and seismic response
b.Reduce the needs of the pipes under the core wall and the settlement of subsoil
c.Reduce the ratio of axial compression stress to strength of the bottom wall
d.Increase the capacity of the core wall
e.Increase the performance of the structure under the rare earthquake, delay the
appearance of the plastic hinge and increase the stability of the hole structure.

44


Disadvantage of CSPSW
a.Increase the cost
b.Hard to construct
c.Increase the requirement of professional and equipment

45

3.8 Outriggers
Single storey steel outriggers are introduced at Level
26A ， Level41A and top level within the double storey height
belt truss to mobilize the lateral resistance of the perimeter frame
through push-pull action of perimeter columns straddling the
connection between the outrigger and belt truss. The use of an
outrigger increases the core’s rotational resistance by placing a
restoring moment into the core and hence reduces the lateral
deflection.
The outriggers connect to belt trusses on respective levels so that
the columns on both sides of each outrigger could be mobilized
for the push-pull action. Since the mobilized columns are not at
corner, the shear-lag effect is diminished to a large degrees.
46


L11A belt trusses

L26
A,L41A outrigger

47


48

3.9 Perimeter Frame
Dimension: 64m×41.5m,Perimeter
columns are spaced at 6m
All the perimeter columns are used
as part of the building lateral
resisting system.
Perimeter beams are steel beam,
and the beam to column
connection are rigid.

49

According to Chinese Building Codes,
the base shear resisted by perimeter
frame must not less than the maximum
value of 20% of the total force and 1.5
times the maximum of story shear
force. In fact, the criteria reflect the
objective needs of arranging the
perimeter frame reasonable. Only the
perimeter frame has a proper stiffness
can the design satisfy with the criteria.

50

Introduction of concrete filled tube(CFT) column
In addition to high strength 、 light quantity 、
good shape 、 fast tiredness and fast strike, the
concrete-filled steel tubular structures have a lot
of advantages, such as simple node form 、
flexible construct layout 、 big section inertial
rules 、 good stability 、 convenient
construction and easy fireproofing measure and
so on

51

3Beijing Fortune Plaza 2 Office Tower

Compare of SRC and CFT

Both of SRC and CFT members are so called composite members, and
are widely used in super high-rise buildings as column of perimeter
column. The composite members have better capacity and ductility, so
smaller section can be selected by using the composite members.
Compared with SRC members, CFT members need not be limited the
ratio of axial compression stress to strength, and better capacity to
resist bending. Hence, the CFT column has the advantage in super
high-rise building design.

52

3.10 elastic analysis
Analyse result and FEA method model

SATWE

ETABS

53

Period and mode of vibration
Mode of vibration

SATWE

ETABS

1

5.496

5.530

2

4.798

4.833

3

3.299

3.603

4

1.547

1.589

5

1.347

1.364

6

1.049

1.137
54

Mode 1 (X direction moving)

Mode 2 （ Y direction moving ）

Mode 3 （ Torsion ）

55

Base shear and overturning moment
SATWE calculation result
Earthquake
Earthquake
load - direction load - direction
X
y

Wind load –
direction x

Wind load –
direction y

Base shear(KN)

54068

55336

30690

20182

Overturning
moment （ M
N.m ）

7906

8948

4732

3114

ETABS calculation result
Earthquake
Earthquake
Wind load –
load - direction load - direction
direction x
X
y

Wind load –
direction y

Base shear(KN)

52295

53641

31282

20889

Overturning
moment （ M
N.m ）

8105

9064

4947

3150

56


The story shear force under horizontal load (SATWE)
57

The ratio of Story shear to gravity under horizontal earthquake load
(SATWE&ETABS)

58


The calculated result shows that the ratio of story shear to gravity
using two software are similar, and satisfies with Chinese code
demand that the minimum ratio of story shear and gravity should
be bigger than 2.4% basically.

59


Interstory drift under horizontal earthquake load and wind load
SATWE
Max ratio of
interstory drift
Max horizontal
Drift of top
story （ mm ）
ETABS
Max ratio of
interstory drift
Max horizontal
Drift of top
story （ mm ）

Earthquake load
- direction X

Earthquake load
- direction y

Wind load –
direction x

Wind load –
direction y

1/556

1/726

1/1025

1/2177

345

263

196

89

Earthquake load
- direction X

Earthquake load
- direction y

Wind load –
direction x

Wind load –
direction y

1/560

1/737

1/852

1/1587

337

264

201

99

60

Interstory drift under horizontal earthquake load and wind load
(SATWE)
61

3.11 Elastic/Elasto-plastic time-history analysis
3.11.1 compare of time-history method, equivalent base shear method
and response spectrum method
Main distinction between time-history method and response spectrum
method is:
Design response spectrum in response spectrum method responses
intension of ground motion and behavior of average frequency
spectrum ,but time-history method responses roundly intension of
ground motion,behavior of spectrum and duration time;

62

Response spectrum method based on elasticity assume, but time-history
method directly considers construction members and structure elasticoplasticity behavior, can find out exactly frail link of structure, so that
control structure elastico-plasticity response under the Rare Earthquake,
prevent building collapse;
Response spectrum method only analyses maximum earthquake response,
but time-history method can provide time-history curve, so find out order
of plasticity hinge in construction members, estimates structure destroy
theory.

63


3.11.2 Choose and scale ground motion record

Intension of ground motion;
Spectral characteristics;
Duration time

64

Spectral characteristics of picked ground motions;
65

Intension of ground
motion;
Duration time

66


3.11.3 Result of time-history analysis

67


68

3.11.4 Study of outriggers in top
70
60

St or y

50
40

no t op out r i gger
4 pai r 900* 550* 40* 40
3 pai r 900* 550* 40* 40
2 pai r 900* 550* 40* 80

30
20
10
0
0

0. 0005

0. 001

0. 0015

St or y D i f t
r

0. 002

69

3.11.5 Elastico-plasticity analysis and design recommendation under
the Rare Earthquake

70

4.Example 2 China World Trade Centre Phase 3
4.1 Outline of the Project
China World Trade Centre Phase 3 is
located in the Central Business District
(CBD) Beijing. The site is surround by
the East 3 Ring Road on the east,
China Grand Hotel in the south and
Kerry Centre on the north.
China World Trade Centre Phase 3A includes:
(1) A 330m tall mega tower
(2) A ball room
(3) A retail block
The whole phase 3 will be linked together by means of a basement. Basement
level 1 will be used for retails.

The Mega Tower is 330m tall at
its highest level, which is a
helipad. The elevation of main
roof is 316.60m. There are
totally 73 stories above ground,
in which 1/F to 4/F are for
atrium and multipurpose,5/F to
56/F are office levels, and
above 56/F are for hotel. There
are 3 underground levels, B3 is
for parking and MEP, while B2
and B1 re reserved for MEP and
commercial space.

4.3 STRUCTURAL SYSTEM – MEGA TOWER
4.3.1 、 Description

The Mega Tower forms part of the China World Centre Phase 3 development
and consist of the
following :
• Total structural height is 316.6m.
• These are 73 levels above ground comprising of office, hotel and restaurant
usage and 4 levels of
basement.
• A 20m tall façade roof feature above mechanical floor levels encloses a
rooftop helipad.
• Above L73 there are steel structures to support the helipad at 330m high,
surrounded by facade
structure

4.3.2 、 Lateral Stability System
The lateral stability of the Mega
Tower employs a tube-in-tube
structure provided by a perimeter
composite moment frame, a braced
composite central core frame, and
outriggers as a means of linkage
between them.

4.3.3 、 Perimeter Moment Frame

The layout of the perimeter frame basically
follows the floor plan of the building, being a
chamfered square shape in plan. The overall
dimension of the tube varies from around 55.3m
at ground level, to 44m at L73.
The centre to centre distance of columns of the
perimeter frame is 5.6m for hotel levels, but
reducing to 4.2m for all other levels (excluding
belt trusses and bottom levels), maximising the
tube action of the perimeter frame.

4.2 、 Outriggers
Single storey steel outriggers (see Fig. 7.3) are
introduced between Level 28-29 and level 56-57
within the double storey height belt truss to mobilize
the lateral resistance of the perimeter frame through
push-pull action of perimeter columns straddling the
connection between the outrigger and belt truss. The
use of an outrigger increases the core’s rotational
resistance by placing a restoring moment into the
core and hence reduces the lateral deflection.
The outriggers connect to belt trusses on respective
levels so that the columns on both sides of each
outrigger could be mobilised for the push-pull
action. Since the mobilized columns are not at
corner, the shear-lag effect is diminished to a large
degrees.

4.3 Central Core

The overall dimension is about 26.8m x 20.7m from pile
cap to L33, 23.8m x 20.7 from L33 to L57 and 20m x
20m above L57.
The core frames, which are shown in Fig. 7.4 as elevation
1-10, is braced frame composedof steel reinforced
concrete (SRC) columns, steel beams and steel braces.
The SRC columns are L-shaped or rectangular with 2 to 7
steel sections cast in. Steel beams and braces will be
connected to steel sections in SRC columns directly.

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