2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part2)
TRANSCRIPT
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ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
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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ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
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
G5 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 mmSearvice load condition
Ultimate limit state for seismic load condition
Concrete strength Precast unitCast-in-situ
' 24cf MPa=
Longitudinal reinforcement D32 barNomical yield strengthOver strength 1.25yo yσ σ=
390y MPaσ =
Stirrup 4-D13, spacing 150 mm
Slab reinforcement D10 bar295y MPaσ =
1.3yo yσ σ=
Nomical yield strengthOver 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 10500 4.483 10
0.716 /
d yxy
V SbI
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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ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
4 794 1.25 39010 127 1.3 2952035000
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)
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Wall-beam unit
Col
umn
unit
Col
umn
unit
Col
umn
unit
Col
umn
unit
Col
umn
unit
8 shear keys
=length of a shear key at its bottom (200mm)=width of a shear key (150mm)
ixiw345y MPaσ =
Beam reinforcement 8 D25 bars + Slab bars 10 D13 bars
295y MPaσ =
Wall-beam unit
Vertical reinforcement22 D25 bars
D25 bar
Horizontal reinforcement28 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
wwh
w
hVl
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
ccVarchVwhVuhV
ctV
Part 2 - 5. Design Example of Precast Connection
Assumed shear transfer mechanism
(12)
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( )
0.6(11154 345 2309000) 3694000wh v y dV a N
N
µ σ= +
= × + =
∑
4056 345 (1270 3556) 295 3694 (2990 /11500)1891000
warch h y wh
w
hV a Vl
N
σ= −
= × + + × − ×
=
∑
min( , )3694 min(1891,3080) 1063 6648 6430
uh wh arch cc ctV V V V VkN 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 15273 2.9 11.5
we
w
hMV kNh 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 10.1
0.1 36 200 150 8 4056 345 (1270 3556) 2953687 1787
n m
u c i i j yi j
V f w x a
kN kN
σ= =
= +
= × × × × + × + + ×
= >
∑ ∑
joint shear due to lateral seismic load Design 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
Courtesy of Dr. Masaru Teraoka at Fujita Corporation
Building A
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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 concrete Cast-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 38 storied condominium building, Building height 130.7m
Building A
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Part 2 - 6. Example of Precast Reinforced Concrete Building 38 storied condominium building, Building height 130.7m
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
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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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17 横河電機相模原事業所新築工事
Part 2 - 6. Example of Precast Reinforced Concrete Building Base isolated 5 storied warehouse
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
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Part 2 - 7. Example of Precast Prestressed Concrete Building
Building E
AHUEPS
AHUEPS
WC
PS
DS
18,6
00
39,600
ATRIUM OFFICE
MM
OFFICE
OFFICE
OFFICE
OFFICE
OFFICE
CRINIC・ESTHETIC
RESTAURANT
APAREL SHOP
MECHANICALPARKING LOT
EVHALL
MDFROOM
ATRIUM
4100
1004700
4600
3900
3900
3900
3900
3900
3900
3450
0
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
Ultr
a lo
w y
ield
stre
ngth
ste
el c
oupl
ing
beam
Oil damper
Dissipated energy by column hinge
Dissipated energy by oil damper
73% Dissipated energy By steel coupling beams
15% 9%
Building E 8 story office building in Hokkaido
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Part 2 - 7. Example of Precast Prestressed Concrete Building Precast Prestressed Concrete Moment Frame with Base Isolation System (Apartment)
Courtesy of Kajima Corporation
Building C
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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
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Part 2 - 7. Example of Precast Prestressed Concrete Building Precast Prestressed Concrete Moment Frame with Base Isolation System (Apartment) Building C
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Part 2 - 7. Example of Precast Prestressed Concrete Building Precast Prestressed Concrete Moment Frame with Base Isolation System (Apartment) Building C
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Climbing up of the crane system
One cycle is for two floors and takes 9 day
Part 2 - 7. Example of Precast Prestressed Concrete Building
Building C
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Building C Precast Prestressed Concrete Moment Frame with Base Isolation System (Apartment)
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Building C Precast Prestressed Concrete Moment Frame with Base Isolation System (Apartment)
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Building D
Precast Prestressed Concrete Moment Frame (Kyoto University Campus)
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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
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Precast Prestressed Concrete Moment Frame (Kyoto University Campus) Building D
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Precast Prestressed Concrete Moment Frame (Kyoto University Campus) Building D
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Part 2 - 7. Example of Precast Prestressed Concrete Stadium Soccer stadium in Osaka (seating capacity of 40000)
Main stand
Back stand
Away stand
Home stand
Building F
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10m
30m
33m
Roof Seismically isolated roof structure
Pile Prestressed concrete pile Pile top; semi-rigid connection
Stand structure Beam ; PCa Column ; Cast in-site Footing; PCa Grade Beam; PCa
Seismic isolator
Soccer stadium in Osaka (seating capacity of 40000) Building F Part 2 - 8. Example of Precast Prestressed Concrete Stadium
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Soccer stadium in Osaka (seating capacity of 40000)
PPC beam
PPC beam
Part 2 - 8. Example of Precast Prestressed Concrete Stadium
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Building F
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Inclined partially prestressed concrete beams for seats
Stadium corner
Parallel middle part of Stadium
Soccer stadium in Osaka (seating capacity of 40000)
Part 2 - 8. Example of Precast Prestressed Concrete Stadium
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Building F
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ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Soccer stadium in Osaka (seating capacity of 40000)
Part 2 - 8. Example of Precast Prestressed Concrete Stadium
80
Building F
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Part 2 - 8. Example of Precast Prestressed Concrete Stadium Nagano winter Olympic stadium (1998)
Building G
80-1
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Part 2 - 8. Example of Precast Prestressed Concrete Stadium
Flower Petal
Flower Petiole
Steel floor beam
Spectators seat
Flower Petal
Nagano winter Olympic stadium (1998)
80-2
Building G
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Extra Precast Prestressed Concrete Wind Tower
Mr. MAEDA, Takashi Daiwa Corporation Rendering 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, Ai Rendering 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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Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake Damage due to ground motion
Sukagawa city hall building
Part 2 - 9. Structural Damage in Past Earthquake
83
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Part 2 - 9. Structural Damage in Past Earthquake
Prestressed concrete industrial building
84
Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake Damage due to ground motion
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Part 2 - 9. Structural Damage in Past Earthquake
Prestressed concrete industrial building 85
Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake Damage due to ground motion
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ress
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Part 2 - 9. Structural Damage in Past Earthquake
Falling down of glass window and ceiling
86
Damage during the 2011 Off the Pacific Coast of Tohoku Earthquake Damage due to ground motion
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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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Part 2 - 9. Structural Damage in Past Earthquake Difference between Tsunami and Normal wave
Normal wave
Tsunami
Courtesy of Dr. Inoue at Takenaka Corporation
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Part 2 - 9. Structural Damage in Past Earthquake Damage due to Tsunami
Minamisannriku in Miyagi Prefecture 87-1
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宮城県女川町
June 5, 2011
Part 2 - 9. Structural Damage in Past Earthquake Damage due to Tsunami
87-2
Onagawa in Miyagi Prefecture
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Damage during the 2011 off the Pacific coast of Tohoku Earthquake Damage due to tsunami
Part 2 - 9. Structural Damage in Past Earthquake
70m
87-3 Onagawa in Miyagi Prefecture
Onagawa in Miyagi Prefecture
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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
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Damage during the 2011 off the Pacific coast of Tohoku Earthquake Damage due to tsunami
Part 2 - 9. Structural Damage in Past Earthquake
88
Onagawa in Miyagi Prefecture
Fracture of anchor bolts due to water pressure and buoyancy
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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
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I would express my hearty sympathy to the Chilean people who suffered the heavy losses during the great earthquake on September 16.
Thank you for your attention
CHILE JAPAN 1.76 million < 127 million
756000 km2 > 378000 km2
20000 km