2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part2)

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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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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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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)


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 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


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


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


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


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


(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


(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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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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Building A

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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


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


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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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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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


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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

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beam

Oil damper

Dissipated energy by column hinge

Dissipated energy by oil damper

73% Dissipated energy By steel coupling beams

15% 9%


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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

> >


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


Building C

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ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete Part 2 - 7. Example of Precast Prestressed Concrete Building

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

78

Building F

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Inclined partially prestressed concrete beams for seats

Stadium corner

Parallel middle part of Stadium



79

Building F

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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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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

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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

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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

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Prestressed concrete industrial building

84


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and

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Prestressed concrete industrial building 85


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Falling down of glass window and ceiling

86


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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


87

Damage due to Tsunami

http://www.coastal.jp/ttjt/

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conc

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con

cret

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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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and

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Part 2 - 9. Structural Damage in Past Earthquake Damage due to Tsunami

Minamisannriku in Miyagi Prefecture 87-1

Rei

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conc

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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


70m

87-3 Onagawa in Miyagi Prefecture


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and

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con

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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


87-4

Pile foundation: Pull out and Fracture


Rei

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conc

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88


Fracture of anchor bolts due to water pressure and buoyancy

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cret

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残っているＳＣＳ版合計　6枚

Neighboring building

Remained only one precast prestressed roof slab

89


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conc

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Pre

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and

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ssed

con

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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

2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part2)

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