2015 10 06_sem_pref_kimura_precast_seminar_in_santiago_final

1Application of High-Strength and High-Performance Fiber Reinforced

Concrete to Precast ElementsInternational Seminar on Design and Construction

of Precast Structures in Seismic RegionsOctober 2015, Chile

Hideki KimuraSenior Chief Researcher, Dr.EngR & D InstituteTakenaka Corporation

2Contents of today’s speech Contents of today’s speech 1. Introduction2. Classification of FRCC3. Application of Fiber Reinforced HSC

3.1 High Rise Building Columns3.2 Slender Columns3.3 B/C Joint in Precast Systems

4. Application of UFC 4.1 Bridge Precast Elements4.2 Offshore Structures4.3 Precast Plates or Forms

5. Application of HPFRCC (ECC)5.1 Precast Coupling Beams in Buildings5.2 Retrofit Projects

3

Tukuda island, Tokyo water front Tukuda island, Tokyo water front

1. Introduction 1. Introduction

Tokyo SceneTokyo Scene

4

Evolution of

High Strength Concrete

is

Evolution of

High Rise RC buildings

Evolution of

High Strength Concrete

is

Evolution of

High Rise RC buildings

5

1970 1975 1980 1985 1990 1995 2000 20050

1020304050

Num

ber

Year （end of structural design evaluation)

RCResponse controled structures：68 buildingsRCSeismic isolation structures：75 buildingsRC Seismic structures：369 buildings

Seismic Resistant Seismic Control Seismic Isolation

Energyabsorption

EnergyabsorptionLarge

driftSmalldrift

Large displacement

Displacementas solid body

Isolationbearing

Transition of Number of High-Rise RC BuildingsDesigned Year (at the end of appraisal)

Evolution of high-rise RC buildingsEvolution of high-rise RC buildings

Numberof

Building

/ BCJ data/ Over 60m high/ Total number exceeded 500

6

Transition of concrete strengthTransition of concrete strength

0

20

40

60

80

100

120

140

160

1970 1975 1980 1985 1990 1995 2000 2005

設計年

コン

クリ

ート

設計

基準

強度

Fc

　[N

/m

m2]

実績最大値各年最大値各年平均値各年最小値

Spec

ified d

esign

stre

ngth

Fc

(MPa

)

Year (end of structural design evaluation)

Maximum past record Annual maximum value Annual average value Annual minimum value

New RC Project

Evolution of high-strength materialsEvolution of high-strength materialsResearch on FRCC

7

Year Keywords

1970

19751980

1985

1990

1995

1996

1997

199819992000

2001

2002

2003

2004

2005

Structural Planning

Frame Structure

1986 Hikarigaoka D5 (30F)

Early Dev elopment of High-rise RC Buildings as Takenaka Corporation

Concrete strength Fc42 , Height 88m

1996 Bellemarge Sakai (43F)Double Tube Structure

Concrete strength Fc70 , Height 136m

1997 Park City Suginami(28F)High-rise RC Structure using Seismic Isolation System Concrete s trength Fc48 , Height 87m

2003 D’Grafort Kobe Sannomiya (43F)Takenaka Hybrid Flat Slub System

High-rise RC Structure using Seismic Isolationof World ex treme heightConcrete strength Fc60 , Height 145m

27,3

00

31,800光が丘D5

27,3

00

31,800光が丘D5

20,6

00

45,000六甲アイランド3番街

20,6

00

45,000六甲アイランド3番街

20,6

00

29,000

グランコリーナ西神南

22,9

30

40,200

京阪くずはT棟

32,500

32,5

00

ディーグラフォート神戸三宮

32,500

32,5

00

ディーグラフォート神戸三宮

2001 Kuzuha Tower City T Building (42F)

High-rise RC Structure using Seismic IsolationConcrete strength Fc80 , Height 133m

Early Dev elopment Of High-rise RC

BuildingsRealization of Highstrength concrete

Fc42

High strengthconcrete Fc70

High-rise RC Structure usingSeismic Isolation

System

High strengthconcrete Fc100

Takenaka HybridFlat Slub System

Super Flex Super Flex Tube Tube

StructureStructure

To the height 200m

Double Tube Structure

Seismic IsolationSystem

(Free Plan)

Seismic IsolationSystem(Free Plan)

2002 Renaissance TowerUeno Ikenohata (38F)

Super Flex Tube Structure using a damperConcrete strength Fc60 , Height 130m

2005 Musashi Kosugi plan(59F，47F)　 Height 201m（ Advanced High Performance Concrete ）

SUPERSUPER　　FLEX STRUCTURESFLEX STRUCTURES

Using of Structural Wall

History of High-Rise RC Buildings of TakenakaHistory of High-Rise RC Buildings of Takenaka

8High-rise building with Complex Floor PlanHigh-rise building with Complex Floor Plan■Outline/ Use: Condimunium/ Location: Osaka/ No. of Story: 42F (B1F)/ Maximum Height: 136.8 m/ Total Floor Area: 32,720 m2

/ Construction Period : 2001.3～2003.12/ Structure: Reinforced Concrete

with Base Isolation System/ Max. Concrete Strength

: Fc 80 Mpa

9Base Isolated Super High-rise RC Building Composed of Three Connected Towers with Vibration Control Systems

(Winner of fib 2010 Awards forOutstanding Structures )

◆ Island Tower Sky Club

10Outline of Structure

< Techniques Used >

1)Three Tower Connecting System

2) Precast Concrete System with 70 Mpa Concrete

3) Core Wall System

4) Base Isolation System

5) Dampers of the Sky Garden truss

6) Dampers of the upper stories (Zinc-Alminum alloy dampers)

◆42-story residential building(2008)

ハイブリッド基礎免震

鋼管場所打ちコンクリート拡底杭

スカイガーデン (鉄骨ﾄﾗｽ構造) 制振装置・ブロードバンドダンパー・オイルダンパー

鉄骨中実柱（200～250φ）

制振ダンパー（亜鉛アルミダンパー）

高層ｿﾞｰﾝ

1FL基礎

Fc32 杭

フラットスラブ (ボイドスラブ)

コンクリート強度

6FL

11FL

16FL

21FL

27FL

極厚耐震壁 (コア部分)

Fc70

Fc48

Fc60

Fc54

Fc48

Fc39

Fc30

中層ｿﾞｰﾝ

低層ｿﾞｰﾝ

鉄骨中実柱（200～250φ）

High-risezone

中層

ｿﾞｰﾝ

低層

ｿﾞｰﾝLow-rise

zone

Foundation

Piles

Vibr ation control device(zinc aluminum damper)

Seamless steelcolumns(~250 dia.)

Flat slab(void slab)

Box shape RC walls(core area)

Sky-Garden(steel truss structure)

Vibration control device(viscoelastic damper)(oil damper)

Base-isolated foundations

Steel tube in-situ drivenconcrete enlarged basepiles

Medium-risezone

Precast concrete(colum,beam,slab)

Bending restoration beam(SRC:15th,26th,37th floor)

m 145.3m

Vibration Control Device(Zinc-Aluminium Alloy Damper)

Sky Garden(Steel Truss Structure)

Extremely slender steel columns

Vibration Control Device(Broad-Band Damper)(Oil Damper)

Flatslab(No Beams)

Super-Flex-Wall Frame(Core Wall)

Bending Restoration Beam(SRC:15th,26th,37th Floor)

Precast Concrete(Column,Beam,Slab)

Cast-in-place concrete pilewith outer Steel Tube

Base Isolation System

Low StoryZone

High StoryZone

Medium StoryZone

11Ordinary High Strength ConcreteOrdinary High Strength Concrete

Separation and fall down of cover due to lateral displacement

★Premature Cover Spalling★Less Fire Resistance

12

2. Classification of Fiber Reinforced CementitiousComposites

2. Classification of Fiber Reinforced CementitiousComposites

13

FRCC : Fiber Reinforced Cementitious Composites

Classification of Fiber Reinforced Cementitious Composites

Classification of Fiber Reinforced Cementitious Composites

Strength(Low) (High)

Duc

tility

(Low

)(H

igh)

DFRCC:Ductile Fiber Reinforced Cementitious Composite

FRC:Fiber Reinforced Concrete

UFC:Ultra High Strength Fiber Reinforced Concrete

Pseudo strain hardening characteristics under uni-axial tensile stress

HPFRCC : High Performance Fiber Reinforced Cement Composites with multiple fine cracks

ECC: Engineered Cementitious Composites

Deflection hardening characteristics under bending stress

Strain softening characteristics under tensile stress ★

★

★

★

(SHCC in RILEM)

(RPC in France)

14Behavior of Different Classes of FRCBehavior of Different Classes of FRC

Tensile Stress-Crack Opening Behavior of Different Classes of Fiber Reinforced Concrete

Tensile Stress-Crack Opening Behavior of Different Classes of Fiber Reinforced Concrete

15JSCE Recommendations for UFC and HPFRCCJSCE Recommendations for UFC and HPFRCC

Recommendations for Design and Construction of High Performance Fiber Reinforced Cement Composite with Multiple Fine Cracks (HPFRCC), 2007

Recommendations for Design and Construction of Ultra High-Strength Fiber Reinforced Concrtee Structures (Draft), 2006

UFC(Ultra High-Strength Fiber

Reinforced Concrete)

HPFRCC(High Performance Fiber

Reinforced Cement Composite)

16

◆First Practical Application of 150MPa SFRC to Building

◆First Practical Application of 150MPa SFRC to Building

3.1 High-rise Building Columns3.1 High-rise Building Columns

3. Application of Fiber Reinforced HSC

3. Application of Fiber Reinforced HSC

17

Use: CondominiumLocation: Kanagawa Pref.

No. of Story: 59F (B1, PF2F)Height of Building: 197.6 mMaximum Height: 203.5 mTotal Floor Area: 103,670 m2

Structure: RC Moment Frameswith Vibration Control Devices

Concrete Strength: Fc150 MPaMain Bar: SD678 (y: 685MPa)

Design: Takenaka CorporationConstruction:

Takenaka CorporationConstruction Period:

2005.10 – 2009.4Park City Musashi Kosugi Building

Park City Musashi Kosugi BuildingPark City Musashi Kosugi Building

BuildingD

BuildingE

(Winner of fib 2014 Awards for Outstanding Structures )

18

Steel structure

Column, beam, joint: precast

olumn

Non-column space9.6mx31.6m

Balcony: precast

Visco-elasticdamper wall

Mega-frame

Spancretecomposite slab

Column SRC,Beam S

Concrete: 150MPaSteel bar: 685MPa

Mega-frameComposite wallWall pierPiled raft

Spancretecomposite slab

Column, beam: precast

Balcony: precast

Staircase: precastBalcony: precastFloor: deck plateDamper column3F – 10F

Large span super frame

Visco-elasticdamper wall3F – 38FTypical Floor PlanSection

Park City Musashi Kosugi Building

Outline of StructureOutline of Structure

19

ColumnSection

CastingColumnConcrete

as of May 28 2007

Application of 150MPa ConcreteApplication of 150MPa Concrete

20

Specified strengthFc150N/mm2

Core from solid (91d)

Insulated curing (91d)

Standard curing (56d)

● Core (91days)○ Core (28days)

Compressive strength (N/mm2)

Height (mm)

Curtain on the building wall says

“Strongest Concrete in the World (150N/mm2)”“One coin area of concrete can support the weight of an elephant” Strength of Concrete Core

Strongest practiced concrete in the worldStrongest practiced concrete in the world

21

Silica fume cement High-range water reducer

Conventional technique New technique

High-range water reducer

Silica fume

Cement Cement

Break upRepulsion

Application of 150MPa ConcreteApplication of 150MPa Concrete

22

Ordinaryhigh-strengthconcrete

Advancedfire-resistantconcrete


Fire Resistant ConcreteFire Resistant Concrete

23

Steel Fiber Reinforced Concrete

Ordinary High-strength Concrete Advanced Performance Composite

Steelfiber

Prevention ofseparation and

fall down of concrete

Separation and fall down of

concrete due to lateral

displacement


Prevention of Cover spallingPrevention of Cover spalling

24

PC区分図

フルPCバルコニー版

仕口一体型PC梁１

PC柱

PC柱（コーナー）

仕口一体型PC梁2

コーナーPC梁

凡例

　　　　　　　柱PC

　　　　　　　　梁PC

　　　　　　　　バルコニーPC

PC区分図



PC柱



コーナーPC梁

凡例

　　　　　　　柱PC

　　　　　　　　梁PC




PC柱



コーナーPC梁

凡例

　　　　　　　柱PC

　　　　　　　　梁PC


Column Beam Balcony

Column

Balcony

Beam with Beam-column Joint

Beam with Beam-column Joint

Corner Beam with Tile-coating

Column with Tile-coating

LEGEND

Precast Concrete ElementsPrecast Concrete Elements

25

Column Test

using 150 Mpa SFRC

Column Test

using 150 Mpa SFRC

26

Laboratory test of structural elements used in RC high-rise buildings

Structural Test for High-Rise R/C BuildingsStructural Test for High-Rise R/C Buildings

27Test Results for 150MPa SFRC columnsTest Results for 150MPa SFRC columns

(with SF1％)

Lateral Drift Angle = (1/200) (1/100) (1/50) (End of test)

(without SF)

(without SF)

(with SF1%)

Lateral Drift Angle : R×10-3[rad.]

Lateral Drift Angle : R×10-3[rad.]

Shea

rFor

ce:Q

[kN

]Sh

earF

orce

:Q[k

N]

28

Subassemblies Test

using 150 Mpa SFRC

Subassemblies Test

using 150 Mpa SFRC

29

Axial force Nc=0.2f’C BD

４７５１６６２．５１９００１９００

Ｎ

４００４００９２２．５４００９２２．５４００

ジャッキ

４７５ ×４７５ＲＣ柱

３４００

６００

８００

４８０

１１２０

４００

７５５

４２００

Ａ

鉄骨架台

ＣＬ

４００４００３４００１９００１９００

Ａ

正面

ＲＣ梁３７５ ×４５０

５７５

４５０

１６００

５７５

１６６２．５

ＢＤＢ＝０．２（）σ

ＶＣ

ＶＣ

ＰＢ

ＰＢ

２０００ｔヘッド試験機

５０／１００ｔ

ストローク５００（Ｒ－１５０）

ピン

ピン

ロードセル５０／１００ｔ

感度

ロードセル（ＴＣＬＰ－１０００／２０００ＢＴＳ）感度２．０×１０－６

（ＴＣＬＰ－－５０／１００Ｂ

［１／ｔ］

（ラム中立時

２０×１０－６［１

Reversed cyclic loads were applied at the both tips of the beam while axial load was kept constant.

Beam-Column Joint Test Beam-Column Joint Test

30

-800

-600

-400

-200

0

200

400

600

800

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

J150-0

最大値梁曲げひび割れ接合部せん断ひび割れ梁主筋降伏柱曲げひび割れ

層せ

ん断

力 [kN]

層間変形角 [1/1000rad.]

at maximun strength

Final appearance

Test Results for 150MPa Beam-column JointTest Results for 150MPa Beam-column Joint

-800

-600

-400

-200

0

200

400

600

800

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

J150-1.0

最大値梁曲げひび割れ接合部せん断ひび割れ梁主筋降伏柱曲げひび割れ

層せ

ん断

力 [kN

]

層間変形角 [1/1000rad.]

at maximun strength

Final appearance

fc’:150MPawithout SF

fc’:150MPawith 1% SF

Stor

ySh

earF

orce

:Q[k

N]

Story Drift Angle : R×10-3[rad.]


Stor

ySh

earF

orce

:Q[k

N]

31

◆Practical Application of 150MPa

SFRC to Precast Slender Columns

◆Practical Application of 150MPa

SFRC to Precast Slender Columns

3.2 Slender Columns3.2 Slender Columns

32Base Isolated HospitalBase Isolated Hospital■Outline

/ Use: Hospital/ Location: Kanagawa/ No. of Story: 14F (B1F)/ Maximum Height: 74 m/ Total Floor Area: 95,748 m2

/ Structure: Reinforced Concretewith Base Isolation System

/ Max. Concrete Strength: Fc150 Mpa

33

/ Specified Concrete Strengthf’c= 150 Mpa

/ Measured Concrete Strength (28 days)

fc28= 170 MPa

■ Outline of Columns

/ Precast Concrete Columns→ 440 Pieces were used.

/ Diameter of 350 mm/ Length of 4200 mm

Outline of 150 MPa PCa Columns Outline of 150 MPa PCa Columns

34Erection of 150 MPa PCa Columns Erection of 150 MPa PCa Columns

35Overview of construction siteOverview of construction site

★440Pieces were used

36

PCa Slender Column Test

using 150 Mpa SFRC

PCa Slender Column Test

using 150 Mpa SFRC

37

400ton

Structural Test for Slender PCa columnsStructural Test for Slender PCa columns

38

-300

-200

-100

0

100

200

300

-20 -15 -10 -5 0 5 10 15 20

せん

断力

：Q

[kN

]

部材角：R [×10-3rad.]

曲げひび割れ発生

コンクリート圧縮縦ひび割れ

主筋圧縮降伏

ACI318式

Unit901

（設計標準）

Design Criteria R= 0.5 %.

Design Criteria ×４ R=2.0 %.

Drift Angle(R)=0.5%

★No creck was observed

Drift Angle(R)=2.0%

⇒Sufficient structural

performance

★Axial force of 4000 kN was

sustained

Verification of structural performance


Stor

ySh

earF

orce

:Q[k

N]

Structural Test for Slender PCa columnsStructural Test for Slender PCa columns

39Practical Application of 200MPa SFRCPractical Application of 200MPa SFRC

(Football Stadium)(Football Stadium)

40

(Football Stadium)(Football Stadium)

200 MPa PCaConcrete Columns

Practical Application of 200MPa SFRCPractical Application of 200MPa SFRC

41

◆ Practical Application of SFRC

to B/C Joint of Precast Systems

◆ Practical Application of SFRC

to B/C Joint of Precast Systems

3.3 B/C Joint in Precast System3.3 B/C Joint in Precast System

42

Steel fibre concrete

Beam longi. barswith headed bars

No shear Reinf. in joint

(Newly Developed interior B/C joint )(Ordinary Interior B/C joint)

・Plain concrete・Shear reinf. in joint

Application of SFRC to B/C Joint Application of SFRC to B/C Joint

43Application of SFRC to B/C Joint Application of SFRC to B/C Joint

44

▽FL

1) Setting of PCa Columns

2) Setting of PCa Beams with Headed Bars


45

▽FL

3) Casting Concrete with Fibers in B/C Joint

4) Setting of Upper Floor PCa Columns


46

Beam/Column Joint Test

using 60 Mpa SFRC

Beam/Column Joint Test

using 60 Mpa SFRC

47

9834

105

46450

1512450

119 120

Headed bar

800

400

119 46

1512

225

87.5

200450

200

Column : B×D＝400×450

Specimen NJID

Grout-filled steel sleeve joint

3410

5

87.5

800

Beam : B×D＝225×450

Axial force Nc

Axial force ratio ηc=Nc/(BDF’c)=0.15

6060

262

450

4646

■Beam-column jointConcrete f’c75.3 Steel fiber 1.0% Vol.

Test Specimen using 60 Mpa SFRC Test Specimen using 60 Mpa SFRC

48

Beam flexural yielding was confirmed using FRC in the B/C joint

Test Results of Newly Developed B/C Joint Test Results of Newly Developed B/C Joint

49

Photo Animation during testPhoto Animation during test

50

051015202530

-60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60層間変形⾓：R×10-3[rad]

FJI0

FJI1

-400

-300

-200

-100

0

100

200

300

400層せん断⼒：Q[kN]

梁曲げ終局強度

PJI0(通し配筋定着)

FJI1(機械式定着)

Stor

ySh

earF

orce

:Q[k

N]


Eq.D

amp.

Fact

or:h

eq[%

]

Comparison of Ordinary and Newly Developed B/C Joint

Comparison of Ordinary and Newly Developed B/C Joint

Ordinary B/C J.

New B/C J.

Flexural Strength

516 story Base Isolated Hospital6 story Base Isolated Hospital■Outline

/ Use: Hospital/ Location: Nagoya City/ No. of Story: 6F (B1F)/ Maximum Height: 24 m/ Total Floor Area: 10,076 m2

/ Structure: RC and Steel

with Base Isolation System/ Max. Concrete Strength

: Fc60 Mpa

526 story Base Isolated Hospital6 story Base Isolated HospitalLess congested than ordinary B/C joint

53

Casting condition of SFRC

▽FL

6 story Base Isolated Hospital6 story Base Isolated Hospital

54

◆Practical Application of UFC

to Prdestrian Bridge

◆Practical Application of UFC

to Prdestrian Bridge

4.1 Bridge Precast Elements4.1 Bridge Precast Elements

4. Application of UFC4. Application of UFC

55

Composition of UFC

Stress- Strain Relationship

Ultra-High-Strength Fiber-Reinforced Concrete

UFC is an epoch-making high-ductility/high-durability concrete having a compressive strength exceeding 150 N/mm2 as well as a high tensile strength exceeding 10 N/mm2.

What is UFC ?What is UFC ?

56

◆Sakata-Mirai Bridge Using 200MPa UFC

Application of UFC to Bridge Application of UFC to Bridge

(Reference)Nikkei construction: September 13, 2002

57

Ordinary Concrete40N/mm2

Outer cable PS structureSpan：50mFloor thickness：5cmWeb thickness：8cmCompleted in 2002

UFC 200N/mm2 Steel Girder

Main cable25S15.28x2

Main cable19S15.28x4

Effective width1.6 m



1.56 2.1

3.0


Comparison of Girder SectionComparison of Girder Section◆Sakata-Mirai Bridge Using 200MPa UFC

58

Application of UFC to Bridge Application of UFC to Bridge

◆Akakura Onsen-Yukemuri Bridge

Span : 35.3mDepth : 950mmOuter cable PS structure Slab thickness : 70mmWeb thickness : 70mmCompleted in 2004

Section


59Application of UFC to Bridge Application of UFC to Bridge

◆Mikaneike Bridge Using Length : 81.2mSpan : 39.9mWidth : 3.6mPC outer cable structureU shaped girderCompleted in 2007

Y. Uchida et al : Review of Japanese Recommendations on Design and Construction of Different Classes of Fiber Reinforced Concrete and Application Examples, Keynote Paper, 8HSC/HPC Symposium, 2008.10

60Application of UFC to Bridge Application of UFC to Bridge

◆Riverside Senshu Renraku Bridge

Length : 30.5mSpan : 2+26+2mWidth : 4.1mPC outer cable structureSlab thickness : 70mmWeb thickness : 100-200mmCompleted in 2007


61

PCｹｰﾌﾞﾙ12S15.2Bｎ=3本

800

940

130 130540

1850

2000

50

70

150

◆Tokyo Monorail◆Tokyo Monorail

Application of UFC to Monorail Girder Application of UFC to Monorail Girder


62Application of UFC to Girders Application of UFC to Girders

◆Ramp way of East Kyushu Expressway using 200MPa UFC


63

◆Haneda Airport Runway◆Haneda Airport Runway

4.2 Offshore Structures4.2 Offshore Structures

64Application of UFC to Airport SlabsApplication of UFC to Airport Slabs

● UFC precast slabs (7,000 pieces, standard dimension 7.8 m x3.6 m )● World largest volume of 24000 m3


65

◆Retrofit Projects◆Retrofit Projects

4.3 Precast Plates or Forms4.3 Precast Plates or Forms

66Application of UFC to Repair ProjectApplication of UFC to Repair Project


67

5.1 Precast Coupling Beams in Buildings

5.1 Precast Coupling Beams in Buildings

5. Application of HPFRCC5. Application of HPFRCC

68Application of HPFRCC to Building Application of HPFRCC to Building

＊Kajima Corporation (http://www.kajima.co.jp/news/press/200509/29a1fo-j.htm)

◆27-story residential building(2006)

Core wall

HPFRCC coupling beam

Support column

Flat slab

69HPFRCC Short Beam TestHPFRCC Short Beam Test

-160

-120

-80

-40

0

40

80

120

160

-30 -20 -10 0 10 20 30

せん断力

Q (k

N)

部材変形角R (×10-3rad.)

BB0cQfu

-160

-120

-80

-40

0

40

80

120

160

-30 -20 -10 0 10 20 30

せん断力

Q (k

N)

部材変形角R (×10-3rad.)

BB2cQfu

(HPFRCC Beam)(Normal Concrete Beam)

Disp. Angle R(X10-3rad.)Disp. Angle R(X10-3rad.)

She

ar F

orce

Q (k

N)

She

ar F

orce

Q (k

N)

＊Kajima Corporation (http://www.kajima.co.jp/news/press/200509/29a1fo-j.htm)

70Application of HPFRCC to Building Application of HPFRCC to Building

◆41-story residential building (2007)

◆54-story residential building (2009)

71

5.2 Retrofit Project5.2 Retrofit Project

72Application of HPFRCC to Public WorksApplication of HPFRCC to Public Works


73


Application of HPFRCC to Public WorksApplication of HPFRCC to Public Works

74

6. Concluding Remarks6. Concluding Remarks

75

■ Fiber Reinforced HSC

1) In building structures, evolution of high-rise RC buildings has been related to the evolution of HSC.

2) Because high strength concrete is less performance in terms of fire-resistance and has a brittle behavior, organic and steel fibers are added in order to improve its characteristics.

3) Some recent research advances and applications associated with fiber reinforced HSC were presented focusing on applications to precast concrete elements in Japan.

Concluding Remarks (1)Concluding Remarks (1)

76

■ UFC (Ultra High-Strength Fiber Reinforced Concrete)

1)UFC is high-ductility/high-durability concrete of a compressive and a high tensile strengths exceeding 150 MPa and 5 MPa, respectively.

2)UFC has been applied to bridge girders where 1) small member thickness, 2) light weight and 3) small beam section height , are required.

3)UFC precast slabs of the world largest volume are used for the deck slabs at the off shore airport runway. The reasons of the application are weight reduction and the durability against the salt attack.

4)UFC precast forms are used in the retrofit projects due to the improvement of the durability including the wearing or abrasion resistance.


77

■ HPFRCC (High Performance Fiber Reinforced Cement Composite)

1) HPFRCC has been applied to many civil engineering structures (tunnels, bridges, gravity dams, etc.) where cracks must be kept fine or large ductility is required.

2) HPFRCC was applied to connecting beams between shear walls in a high-rise RC building because of its excellent energy absorbing performance and less damages.


78Tokyo SceneTokyo SceneShinjuku Business center west of Tokyo Shinjuku Business center west of Tokyo

79Contents of today’s speech Contents of today’s speech 1. Introduction 7min.2. Classification of FRCC 3.7min3. Application of Fiber Reinforced HSC

3.1 High Rise Building Columns 8min.3.2 Slender Columns 4min.3.3 B/C Joint in Precast Systems 4.4+α min.

4. Application of UFC 4.1 Bridge Precast Elements 4min.4.2 Offshore Structures 1.2min.4.3 Precast Plates or Forms 1.0min.

5. Application of HPFRCC (ECC)5.1 Precast Coupling Beams in Buildings 1.7min.5.2 Retrofit Projects 2.1min.

6. Concluding Remarks 2.1min.Total 39.2min.

2015 10 06_sem_pref_kimura_precast_seminar_in_santiago_final

Engineering

Transcript of 2015 10 06_sem_pref_kimura_precast_seminar_in_santiago_final