This document provides examples of precast and prestressed concrete structures including:
1. A design example of the connection between a precast half beam unit and a cast-in-place floor slab involving shear design.
2. An example of a 38-story precast reinforced concrete residential building constructed in 17 months using precast elements.
3. An example of a 5-story precast reinforced concrete warehouse building that includes base isolation.
4. An example of an 8-story precast prestressed concrete office building in Hokkaido with seismic energy dissipation provided by column hinges, oil dampers, and ultra-low yield steel coupling beams.
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Part 2
5. Design Example of Precast Connection
6. Example of Precast Reinforced Concrete Building
7. Example of Precast Prestressed Concrete Building
8. Example of Precast Prestressed Concrete Stadium
9. Structural Damage in Past Earthquake
Resume
In Japan, catfish is being handed
down to cause earthquakes
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Part 2 - 5. Design Example of Precast Connection
Design of the interface between half-precast beam unit and cast-in-situ floor
slab for shear
Design for shear under service load
condition
Design for shear at ultimate limit state for
seismic loading
Roughened concrete surface for better
shear resistance (5 mm roughness)
Half precast beam unit
with protruded stirrups 45
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Part 2 - 5. Design Example of Precast Connection
Cast-in-place concrete
4-D32 bars
70 mm
Precast half beam unit
4-D32 bars
b=500 mm
80 mm
520 mm
250 mm
D=800 mm
80 mm
x
B=2100 mm
G
5 mm roughness
D+L=242+113=355 kNm 355 kNm
D+L=95+48=143kNm1450l mmΔ =
213 kN
213 kN
Moment diagragm
Shear force diagragm
138 kN 564 kN
Moment diagragm
Shear force diagragm
2200l mmΔ =
1444 kNm
1100 kNm
Clear beam length 7250 mm
Searvice load condition
Ultimate limit state for seismic load condition
Concrete strength Precast unit
Cast-in-situ
'
24cf MPa=
Longitudinal reinforcement D32 bar
Nomical yield strength
Over strength 1.25yo yσ σ=
390y MPaσ =
Stirrup 4-D13, spacing 150 mm
Slab reinforcement D10 bar
295y MPaσ =
1.3yo yσ σ=
Nomical yield strength
Over strength
Nomical yield strength 295y MPaσ =
t
Design of the interface between half-precast beam unit and cast-in-situ floor
slab for shear
Design interface
Design range
Design range
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3 7
10
2
213 10 7.53 10
500 4.483 10
0.716 /
d y
xy
V S
bI
N mm
τ
× × ×
= =
× ×
=
2 2
0.5 0.5 ( )
0.5 1.0(0.00667 295 0)
0.999 / 0.716 /
u s y op
N mm N mm
τ µ σ σ= +
= × × +
= >
For service load condition
Design shear stress (elastic theory)
0.5 times of shear
friction strength
(slip < 0.5mm)
Part 2 - 5. Design Example of Precast Connection
Design of the interface between half-precast beam unit and cast-in-situ floor
Eq. 5
0.5 mm roughness
1.0µ =
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4 794 1.25 390
10 127 1.3 295
2035000
T
N
Δ = × × ×
+ × × ×
=
2 2
/( )
2035000/(500 2200)
1.85 / 2.00 /
xy T b l
N mm N mm
τ = Δ Δ
= ×
= <
Tension force change
2
( )
1.0(0.00667 295 0)
2.00 /
u s y op
N mm
τ µ σ σ= +
= × +
=
Design shear stress Shear friction strength
For ultimate limit state under earthquake load
Over strength factor of Re-bar
Yield strength
Part 2 - 5. Design Example of Precast Connection
Design of the interface between half-precast beam unit and cast-in-situ floor
(5)
48
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Wall-beam unit
Columnunit
ColumnunitColumnunit
ColumnunitColumnunit
8 shear keys
=length of a shear key at its bottom (200mm)
=width of a shear key (150mm)
ix
iw345y MPaσ =
Beam reinforcement 8 D25 bars
+ Slab bars 10 D13 bars
295y MPaσ =
Wall-beam unit
Vertical reinforcement
22 D25 bars
D25 bar
Horizontal
reinforcement
28 D13 bars
D13 bar
Concrete '
36cf MPa=
11500wl mm= Design moment, shear and wall
axial force for lateral seismic load
75220dM kNm=
92850dM kNm=
111500dM kNm=
2900wh mm=
2900wh mm=
2900wh mm=
6430dhV kN=
6080dhV kN=
5660dhV kN=
2309dN kN=
58810dM kNm=
Horizontal joint
Vertical joint
Part 2 - 5. Design Example of Precast Connection
Design of precast wall system Structural analysis is conducted
as a monolithic construction
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whV
whV
wh
wh
wh
wl
w
wh
w
h
V
l
wl
uT
ccV
(a) Truss mechanism and induced force to horizontal bars (b) Interstory arch mechanism
Compression stress field
Horizontal shear Vwh is resisted by shear friction
Compressive force of arch is pull back by beam
bars, a part of wall horizontal bars and slab bars
Horizontal component of concrete compression
is sustained by wall horizontal reinforcement
Part 2 - 5. Design Example of Precast Connection
Assumed shear transfer mechanism
Lateral shear force carried by Truss Mechanism Lateral shear force carried by Arch Mechanism
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min( , )uh wh arch cc ctV V V V V= + +
=shear strength of horizontal joint (wall and column bottom)
=shear strength provided by wall bottom interface
=shear transferred by inter-story arch action
=shear strength of compression column at the bottom of
compression arch strut
=shear strength of tension column
ccV
archV
whV
uhV
ctV
Part 2 - 5. Design Example of Precast Connection
Assumed shear transfer mechanism
(12)
51
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( )
0.6(11154 345 2309000) 3694000
wh v y dV a N
N
µ σ= +
= × + =
∑
4056 345 (1270 3556) 295 3694 (2990/11500)
1891000
w
arch h y wh
w
h
V a V
l
N
σ= −
= × + + × − ×
=
∑
min( , )
3694 min(1891,3080) 1063 6648 6430
uh wh arch cc ctV V V V V
kN kN
= + +
= + + = >
Shear strength at wall bottom interface
Possible lateral shear by arch mechanism
Total sectional area of wall vertical reinforcement
Wall axial force
Total sectional area of horizontal reinforcement
(Wall, Beam and Slab)
Necessary horizontal force for truss mechanism
(From equilibrium of a wall panel for shear)
Shear strength at horizontal joint
Design lateral shear at horizontal joint
Part 2 - 5. Design Example of Precast Connection
(13)
(14)
(12)
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dv e gV V V= +
111500 58810 2.9
1527
3 2.9 11.5
w
e
w
hM
V kN
h l
Δ −
= = × =
Δ ×
1527 260 1787dv e gV V V kN= + = + =
joint shear due to wall vertical load taken as
260 kN
considered wall height, in this example it
was taken as three stories
{ }
'
1 1
0.1
0.1 36 200 150 8 4056 345 (1270 3556) 295
3687 1787
n m
u c i i j y
i j
V f w x a
kN kN
σ
= =
= +
= × × × × + × + + ×
= >
∑ ∑
joint shear due to lateral seismic loadDesign shear
moment change along a wall height hΔ
Shear strength of joint with keys
and joint re-bar
(Proposal of Dr. Mochizuki)
Design shear for vertical joint
Part 2 - 5. Design Example of Precast Connection
(11)
(15)
(16)
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Part 2 - 6. Example of Precast Reinforced Concrete Building
38 storied condominium building, Building height 130.7m
Assembling of beam
and column units
Casting concreteCast-in-situ
construction
Floor
Concreting
Beam erection
Column
erection
Erection of balcony element
Placing precast floor units
Assembling of precast
floor and balcony units
Construction period
of skeleton frame
17 months (max. 5 days/floor)
Building A
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Part 2 - 6. Example of Precast Reinforced Concrete Building
Base isolated 5 storied warehouse
Base isolation
Short
Grout
injection
Mechanical
anchor
Lap splice
Bottom bar of beam
Support steel
angle
Hole for beam
longitudinal bar
PCa柱
Half precast
beam unit
Building B
58
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Column base
Erection of column 1
Set of steel angle for beam support
Erection of beam 1
Part 2 - 6. Example of Precast Reinforced Concrete Building
Base isolated 5 storied warehouse
Erection of column 2
Erection of beam 2
Building B
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Part 2 - 7. Example of Precast Prestressed Concrete Building
8 story Office Building
Total height: 34.57 m
Total floor area: 6970 m2
Construction period: 11 months
Courtesy of Dr. Tsutomu Komuro at Taisei Corporation
Building E
8 story office building in Hokkaido
61
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Part 2 - 7. Example of Precast Prestressed Concrete Building
Building E
AHUEPS
AHUEPS
WC
PS
DS
18,600
39,600
ATRIUM OFFICE
MM
OFFICE
OFFICE
OFFICE
OFFICE
OFFICE
CRINIC・ESTHETIC
RESTAURANT
APAREL SHOP
MECHANICAL
PARKING LOT
EV
HALL
MDF
ROOM
ATRIUM
4100
100
47004600390039003900390039003900
34500
G.L.
1800
Office area
Shopping area
Beam
* Precast beam unit
prestressed by ordinary
high strength deformed bar
Nominal yield strength 685 MPa
8 story office building in Hokkaido
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Part 2 - 7. Example of Precast Prestressed Concrete Building
Before casting concrete
(Pretension bed)
Yield strength of re-bar 685 MPa
After the release of
prestressing force
Erection of floor beam units
After completion
Building E
8 story office building in Hokkaido
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Part 2 - 7. Example of Precast Prestressed Concrete Building
Viscous damping
of wall columns
3%
Total input energy during
a design Earthquake
364087kNcm
Ultralowyieldstrengthsteelcouplingbeam
Oil damper
Dissipated energy
by column hinge
Dissipated energy
by oil damper
73%Dissipated energy
By steel coupling
beams
15%
9%
Building E8 story office building in Hokkaido
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Laminated
rubber
Deformation at
major earthquake
Response of base
Isolated building
Response of
ordinary building
Response
story shear
Response
story shear
>>
Part 2 - 7. Example of Precast Prestressed Concrete Building
Tension due to
Overturning
moment
Ground motion Ground motion
Precast Prestressed Concrete Moment Frame
with Base Isolation System (Apartment) Building C
66
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Part 2 - 7. Example of Precast Prestressed Concrete Building
Precast Prestressed Concrete Moment Frame (Kyoto University Campus)
Post-tensioned precast floor
unit with V groove for piping
Pre-tensioned precast
floor unit
12.2m
12.2m
8m
3.6m
Post-tensioned precast column unit
Post-tensioned precast beam
unit
Post-tensioned
precast beam unit
Building D
73
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Extra Precast Prestressed Concrete Wind Tower
Mr. MAEDA,
Takashi
Daiwa CorporationRendering by Ai YAMADA
WATANABE, Fumio
Professor Emeritus, Kyoto University
Executive Technical Advisor of
Takenaka
Mr. OHTA, Yoshihiro
Takenaka
Corporation
Miss TSUMURA , Chikako
Takenaka Corporation
Miss YAMADA , Ai
Takenaka Corporation
Prof. NISHIYAMA , Minehiro
Kyoto University
Prof. KONO, Susumu
Tokyo Institute of
Technology
Rendering by YAMADA, AiRendering by Ai YAMADA
Precast Concrete Wind Turbine Tower assembled
by Spiral Prestressing System
Basic Research is going on
81
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Part 2 - 9. Structural Damage in Past Earthquake
Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake
Damage due to ground motion
81-1
Acc. Spectrum in Fukushima Prefecture
500
1000
pSa(cm/s/s)
1500
2000
2500
Aizu-Wakamatsu FKS023
Nihon-Matsu FKS019
Souma FKS001
Yanagawa FKS002
Furudono FKS002
Iidate FKS004
Fukushima FKS003
Period (s)
Epicenter
2011, March 11
14:46 pm
Mw=9.0
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Part 2 - 9. Structural Damage in Past Earthquake
Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake
Damage due to ground motion
Damage to soft first story
Damage at intermediate story
Shear failure of columns with
poor lateral reinforcement
82
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Height (m)
0 10 20 30 40
Measured Data
From Homepage of Building Research Institute, Japan
Max. Run-up height:40m
Average Run-up height:20m
Average Tsunami Height:10m
Inundation height:
10m-height of soil surface
Run-up height
Tsunami height
Height of Tsunami
Run-up
height
Inundation
height
High
water
mark
Tide Level
Tide gage
station
Part 2 - 9. Structural Damage in Past Earthquake
87
Damage due to Tsunami
http://www.coastal.jp/ttjt/
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4階建てRC建物が流される
(4m x 4.5m x 12m)
Damage during the 2011 off the Pacific coast of Tohoku Earthquake
Damage due to tsunami
Part 2 - 9. Structural Damage in Past Earthquake
87-4
Pile foundation:
Pull out and Fracture
Onagawa in Miyagi Prefecture
54. ReinforcedconcretePrecastandprestressedconcreteReinforcedconcretePrecastandprestressedconcrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Damage during the 2011 off the Pacific coast of Tohoku Earthquake
Damage due to tsunami
Part 2 - 9. Structural Damage in Past Earthquake
残っているSCS版
合計 6枚
Neighboring building
Remained only one
precast prestressed
roof slab
89
Onagawa in Miyagi Prefecture