The Current State of Seismic Resistant Buildings in Japan ppt... · The Current State of Seismic...

The Current State of SeismicResistant Buildings in Japan

June 15th , 2014

Building Research Institute, Japan

Matsutaro SEKI

SEKI, 5CNIS&1CNISS, June, 2014, Bucharest

June 15th , 2014

Building Research Institute, Japan

Matsutaro SEKI

Contents

1. Recent big earthquakes in Japan2. Earthquake Prediction and Emergency System3. Earthquake resistant design for new buildings4. Seismic evaluation and strengthening of existing

buildings5. Seismic Isolation and Vibration Control6. Future programs in Japan

1. Recent big earthquakes in Japan2. Earthquake Prediction and Emergency System3. Earthquake resistant design for new buildings4. Seismic evaluation and strengthening of existing

buildings5. Seismic Isolation and Vibration Control6. Future programs in Japan


Disaster Risk in Japan is highest in the World:Tokyo, Osaka

Disaster Risk in the World

週間東洋経済2005.2.12


Recent Big Earthquakes higherthan M.8 in the World (2010)

1964 Alaska earthquake Mw9.2

1952 Kamchatka earthquake Mw9.0

2011Tohoku Earthquake Mw9.0

2004 Sumatra Oki Earthquake Mw9.0

2008 Wenchuan Earthquake Mw7.9

ERI, Univ. of Tokyo


2010 Chile Central Earthquake Mw8.8

1960 Chile Earthquake Mw9.5

2007 Bengle Earthquake Mw8.5

2005 Nias Island Earthquake Mw8.6

Casualties by Earthquakes in the World(1990-2008.8)

Mis

sing

and

Die

d Pe

rson

s(U

nit:1

0000

)

Countries with more than 10000 dead(without Tsunami Damage )

Nakano (IIS, U-Tokyo）

Mis

sing

and

Die

d Pe

rson

s(U

nit:1

0000

)


1995 HyogokenNanbu Earth. (M7.3)

Recent Big Earthquakes in Japan(1900-2011:higher than M.7)

2011.3.11 TohokuEarth. (M9.0)

1923 Kanto Earth. (M.7.9)

1944 Tonankai Earth. (M.7.9)

1946 Nankai Earth. (M8.0)

1995 HyogokenNanbu Earth. (M7.3)


Earthquake Prediction andEarly Warning System

Sea BottomDepth

DONET（Dense Oceanfloor Network System for Earthquakes and Tsunamis））By JAMSTEC(Japan Agency for Marine Earth Science and Technology) , Jan. 2013

http://www.jamstec.go.jp/j/about/press_release/20101213_2/

900m


Earthquake Observation in JapanSeismic intensity

(Japan Meteorological Agency+ Others)Total: 4,200 points

Strong ground motion（National Research Institute for Earth Science and

Disaster Prevention= NIED: K-Net & KIK-Net）Total: 1,700 points

K-Net: 1000 points（ 20 km distance）KIK-Net: 700 points


Seismic intensity(Japan Meteorological Agency+ Others)

Total: 4,200 pointsStrong ground motion（National Research Institute for Earth Science and

Disaster Prevention= NIED: K-Net & KIK-Net）Total: 1,700 points

K-Net: 1000 points（ 20 km distance）KIK-Net: 700 points


Japan MeteorologicalAgency + Others

Total: 4200 points


Instrumental seismic intensity records

Japan MeteorologicalAgency + Others

Total: 4200 points

Immediately disclosingrecords for public by TV. ,Radio, etc.http://www.jmbsc.or.jp/index.htm


Earthquake Early Warning System

Japan MeteorologicalAgency - started in Feb.2004

Records are gathered atJMA and Transferredimmediately to relatedorganizations


Japan MeteorologicalAgency - started in Feb.2004

Records are gathered atJMA and Transferredimmediately to relatedorganizations

http://ja.wikipedia.org/wiki


An Application:Controlling emergency stop for trainswhile running


http://www.mlit.go.jp/sogoseisaku/bousai/sokuhou/siryou3_1.pdf#search='地震速報警報システム'


1977: Draft of New Seismic Code1981: Issue of New Seismic Code

Characteristics・Required strength is calculated by linear response

spectrum.・Required horizontal strength can be reduced

based on the ductility of structure

Required Horizontal Strength in New Seismiccode (First Step)

Earthquake Resistant Design forNew Buildings

1977: Draft of New Seismic Code1981: Issue of New Seismic Code

Characteristics・Required strength is calculated by linear response

spectrum.・Required horizontal strength can be reduced

based on the ductility of structure


Enforcement Ordinance Construction Standard Law(2000)1. 1981 seismic code is available: Small modification2. Limit Strength Calculation (Performance design)3. Nonlinear time history response analysis : High rise

building more than 60 m, seismic isolation building4. Others: Energy method

Development of Performance Design hasstarted. (Second Step)


Enforcement Ordinance Construction Standard Law(2000)1. 1981 seismic code is available: Small modification2. Limit Strength Calculation (Performance design)3. Nonlinear time history response analysis : High rise

building more than 60 m, seismic isolation building4. Others: Energy method


What is Limit Strength Calculation(Performance design)？

1) Structural designer defines “DamageLimit” and “Safety Limit”

2) Soil amplification should be consideredfrom seismic bedrock to soil surface

3) Response quantity will be calculatedusing effective stiffness and effectivedamping.


What is Limit Strength Calculation(Performance design)？

1) Structural designer defines “DamageLimit” and “Safety Limit”

2) Soil amplification should be consideredfrom seismic bedrock to soil surface

3) Response quantity will be calculatedusing effective stiffness and effectivedamping.


Limit Strength Calculation

Required Performance CurveRequired Performance Curve

Seismiccapacity curve



Stre

ngth

, Ear

thqu

ake

Forc

e

Safety Limit



Disp., Period

Stre

ngth

, Ear

thqu

ake

Forc

e



Cover areas of “Functional Resiliency” inthe lateral force - deflection relationshipFukuyama(BRI)



Concept of Business Continuity PlanFukuyama(BRI)


Lessons from Hyogoken Nanbu Earthquake, 1995

Before 1980

Seismic Evaluation and Strengthening

Construction year and damage degree

After 1981

Collapsed,Severely damaged



7076

84

60

70

80

90

100

Seismic Proof Ratio（％） 2015: Target Year

Achievement for Earthquake ResistantConversion in 2013

0

10

20

30

40

50

60

Disaster PreventionFacilities

Medical Facilities Educational Facilities


ResponseAnalysis

SeismicDesign

SeismicEvaluation

Magnitude of InputGround motion

○ ○ ◎

Comparison of Seismic Evaluation Method


Tsuneo Okada

Ultimate Strength ○ ◎ ○

Ultimate Deflection ◎ ○ ○

◎：Target ○：Conditions


Seismic capacity of reinforced concrete building isexpressed by “Strength Index” and “Ductility Index”

Is = Eo× SD× TEo ：Basic Capacity Index

= C (Strength Index) × F (Ductility Index)SD ：Shape IndexT ：Age Index

Seismic Evaluation MethodSeismic Evaluation and Strengthening

Seismic capacity of reinforced concrete building isexpressed by “Strength Index” and “Ductility Index”

Is = Eo× SD× TEo ：Basic Capacity Index

= C (Strength Index) × F (Ductility Index)SD ：Shape IndexT ：Age Index


Input Energy：E0Strength C

RigidStructureRigidStructure

Basic Capacity Index (Eo Index)Seismic Evaluation and Strengthening

Ductile StructureDuctility F

RigidStructureRigidStructure

E0 Index=C Index×F IndexE0 Index=C Index×F Index


Method of Seismic StrengtheningRigid Strengthening

DuctileStrengthening

Mixed TypeStrengthening

Strength


JBDPA Guideline, 2001

DuctileStrengthening

Target Seismic Capacity

Before Strengthening Building

Ductility


After: Umemura,

Okada, Murakami

1978: Miyagiken Oki

Earth.

1978: Izu Oshima

kinkai Earth.

1987: Chibaken

Toho Oki Earth.

Ｉｓ＝0.6Ｉｓ＝0.6

Seismic Index of Damaged BuildingsSeismic Evaluation and Strengthening

2nd Screening method

Is (N

S Di

rect

ion) 1978: Miyagiken Oki

Earth.

1978: Izu Oshima

kinkai Earth.

1987: Chibaken

Toho Oki Earth.

Is (EW Direction)

Is (N

S Di

rect

ion)


Input Earthquake ForceDecrease

Y Shaped Steel Brace

Seismic Control Seismic Isolation

Strength Increase

FrameWall

Shear Wall Outer Frame

DuctilityIncrease

RC Column

Carbon Fiber

Various Strengthening MethodSeismic Evaluation and Strengthening

Y Shaped Steel Brace

Isolator

FrameWall

CarbonFiber


Increase of StrengthSeismic Evaluation and Strengthening

RC Shear Wall Steel Plate Shear Wall


Increase of DuctilitySeismic Evaluation and Strengthening

Carbon Fiber SheetSEKI, 5CNIS&1CNISS, June, 2014, Bucharest

Increase of Ductility

Steel Plate


Steel Plate



Outer Steel BraceSEKI, 5CNIS&1CNISS, June, 2014, Bucharest


Outer Steel Buttress FrameSEKI, 5CNIS&1CNISS, June, 2014, Bucharest

Seismic Evaluation and StrengtheningIncrease of Strength

Outer Steel BraceSEKI, 5CNIS&1CNISS, June, 2014, Bucharest

Seismic Evaluation and StrengtheningIncrease of Strength

Steel Panel


Hyogo Earthquake EngineeringResearch Center: E-Defense, NIED

Seismic Evaluation and StrengtheningSeismic Proof Verification Test


Three Story School Building （E-Defense)Without Strengthening


Steel Brace Strengthening


Reinforced Concrete Column Test (Obayashi Corporation)


Shear Failure Column Strengthened by CarbonFiber Sheet


Principle of Seismic IsolationSeismic Isolation and Vibration Control

Deflection ofIsolator Deflection of Building Structure

Indu

ced

Forc

e in

to B

uild

ing

Indu

ced

Forc

e in

to B

uild

ing

Seismic IsolationBuilding

Non SeismicIsolation Building

Indu

ced

Forc

e in

to B

uild

ing

Indu

ced

Forc

e in

to B

uild

ing

Earth. Force Earth. Force


Disp. Vibration

Control

Seismic Isolation

ACC

.

Damping

SeismicIsolation

VibrationControl

Principle ofSeismic Isolation and Vibration Control

Seismic Isolation and Vibration Control

Short Period Long PeriodPeriod

Disp.

Damping

Big

VibrationControl

Short Period Long PeriodPeriod

ACC

.

Big

SeismicIsolation

VibrationControl

Response Acceleration Response DisplacementSEKI, 5CNIS&1CNISS, June, 2014, Bucharest

JSSI


JSSISEKI, 5CNIS&1CNISS, June, 2014, Bucharest

0

1000

2000

3000

4000

5000

6000

7000

800019

82

1983

1984

1985

1986

1987

1988

1989

1990

1991

1992

1993

1994

1995

1996

1997

1998

1999

2000

2001

2002

2003

2004

2005

2006

2007

2008

2009

2010

2011

戸建累積棟数

建築物累積棟数

建築物累積棟数＋戸建累積棟数

Year

Num

bero

f Bui

ldin

gNumber of Seismic Isolated Buildings in

Japan - Evolution (Total: 7446, in2011)


0

1000

2000

3000

4000

5000

6000

7000

800019

82

1983

1984

1985

1986

1987

1988

1989

1990

1991

1992

1993

1994

1995

1996

1997

1998

1999

2000

2001

2002

2003

2004

2005

2006

2007

2008

2009

2010

2011

戸建累積棟数

建築物累積棟数

建築物累積棟数＋戸建累積棟数

Year

Num

bero

f Bui

ldin

g


Location of Seismic Isolators

UpperStructure

Isolator


(a) WithoutBasement

(b)WithBasement

(c) middle floorIsolation

Isolator


A Boutique Building in Tokyo

5th JSSI Award, 2004

MENSHIN,NO.5,2004.8


http://www.sawadalab.se.shibaura-it.ac.jp/kenken/kenken2005


Seismic Isolation and Vibration ControlA Boutique Building in Tokyo

SeismicIsolator


Tokyo Bay AreaHigh Rise Residential

Building (2014. August)


http://kenplatz.nikkeibp.co.jp/article/building/news/20130911/631735/?P=1


B2F, 44F H=250m

Isolators: 84Natural Rubber Bearings: 21Lead Plug RubberBearings: 63

Dampers: 204Low strength Steel Damper(LY225)Installed between BoundaryBeams

Isolation Story: B2F


http://kenplatz.nikkeibp.co.jp/article/building/news/20130911/631735/?P=1

B2F, 44F H=250m

Isolators: 84Natural Rubber Bearings: 21Lead Plug RubberBearings: 63

Dampers: 204Low strength Steel Damper(LY225)Installed between BoundaryBeams

Isolation Story: B2F



SteelDamper

Low Strength Steel Damperbetween Boundary Beams

BoundaryBeam Steel

Damper


BoundaryBeam

Middle Floor Isolation


http://www.nikken.co.jp/ja/archives/20013.html

14F, B2F, Isolation Story: between 9F and 10FOffice(1-9F, S), Residence (10-14F, RC)


Seismic Isolation and Vibration ControlMiddle Floor Isolation

http://www.nikken.co.jp/ja/archives/20013.html

Isolation Story(Isolator + Lead Damper)



A 7 buildings district (with one thousandresidential housing units) seismicallyisolated, Dec. 2002

Thousand City, Kawasaki, Japan

http://www.taisei-design.jp/de/feature/menshin/gaiku01.html#


Strengthened by Seismic Isolation5th JSSI Award, 2004

MENSHIN,NO.5,2004.8Osaka Central Public Hall (1918)



Seismic Intensity(JMA)

Seismic Intensity: Tohoku Earthquake,11th, March, 2011

Fukushima


Tokyo

Seismic Intensity(JMA)

Fukushima


Fukushima 1st Nuclear Power PlantsSeismic Isolation and Vibration Control

Seismic IsolationImportant BuildingJuly 2010 (Completed)

http://image.search.yahoo.co.jp/search?rkf=2&ei=UTF-


Damage of MainBuilding

Seismic Isolation and Vibration ControlFukushima 1st Nuclear Power Plants

Seismic IsolationBuilding

Used as RescueCenter

http://arinkurin.cocolog-nifty.com/blog/2013/06/http.html



Fukushima 1st Nuclear Power Plants

AccelerationRecords atSeismicIsolationBuilding

http://image.search.yahoo.co.jp/search?rkf=2&ei=UTF-8&p

AccelerationRecords atSeismicIsolationBuilding


Rikkyo Unv. Chapel Building, TokyoSeismic Isolation and Vibration Control

1918 completed, masonry Building,Rehabilitated by Seismic Isolation

Outside view Inside view


Seismic Isolation and Vibration ControlRikkyo Unv. Chapel Building

U-Shaped LeadDamper

Natural RubberBearing


MainBuilding（2F）

ChapelBuilding（1F）

Positiveside

Negativeside

Seismic Isolation and Vibration ControlRikkyo Unv. Chapel Building

Earthquake Records (EW direction)

100 200 300 400 500→ Acceleration（㎝/s２）

ChapelBuilding（1F）

Ground

Positiveside


Seismic Isolation and Vibration ControlIsolation effectiveness in Strong Earthquakes

Takayama (Fukuoka Univ.)


Number of Buildings with VibrationControl in Japan - Evolution (JSSI, Total: 2984,

in2011)



Principle of Vibration ControlReduction of Response by damperswhich absorb input energy


Traditional Building Vibration Control Building

Damper

Energy Absorption byStructural Members

Energy Absorption byDampers

Cracks


High Rise office Building (Steel St.)Seismic Isolation and Vibration Control

Takeuchi (Tokyo Institute of Tech.)

Low Yielding StrengthSteel Damper


Seismic Isolation and Vibration ControlMedium Rise office Building( Steel. St)

Installation of OilDamper

Outside ViewTakeuchi (Tokyo Institute of Tech.)



30F office Building（Steel St.）

31F Office Building（steel St.）



Friction Damper: Brace type



Friction Damper: Column typeSEKI, 5CNIS&1CNISS, June, 2014, Bucharest

High Rise Residential Building (RC St.)

45F, B1FH=155.5 mResidential BuildingPassive Control System



Tall Shear Wall Structure(Parking)：33F

Area: 72,744 m245F, B1FH=155.5 mOil dampers: 25KN s/cm; 80 Pieces


Moment Frame Structure(Residence)：45F


Dual Frame Vibration Control SystemSeismic Isolation and Vibration Control

Oil Damper Parking Building

Residential Building

Oil Damper Gap between Parking andResidential Building: 650mm

Rigid Shear Wall

MomentFrame


Oil Damper

MomentFrame


Tall ShearWall Moment

Frame

Tall ShearWall

MomentFrame


Near Future Programs in Japan

1. Expected Big Earthquake in NearFuture

2.Building Design against TsunamiForce

3. Big Earthquakes having LongPeriod Components

4. Recovering issues from 11th,May, 2011 Earthquake

1. Expected Big Earthquake in NearFuture

2.Building Design against TsunamiForce

3. Big Earthquakes having LongPeriod Components

4. Recovering issues from 11th,May, 2011 Earthquake


Nankai Trough Earthquake（scenario as of

29 August, 2012, Japanese Government)

(1)Probability of occurrence・20％ in 10 years, 60％ in 30 years

(2)Estimation of damage・Intensity:７, Height of Tsunami: 34ｍ（Max.）・Collapsed and burnt building: 954,000-2,382,000・Casualties: 80,000 - 323,000（240,000 by Tsunami)


Nankai Trough Earthquake（scenario as of

29 August, 2012, Japanese Government)

(1)Probability of occurrence・20％ in 10 years, 60％ in 30 years

(2)Estimation of damage・Intensity:７, Height of Tsunami: 34ｍ（Max.）・Collapsed and burnt building: 954,000-2,382,000・Casualties: 80,000 - 323,000（240,000 by Tsunami)


Nankai Trough Earthquake(Scenario as of 29 August, 2012, Japanese Government)

Intensity of Earthquake(Japan Metrological Agency)

6-7(JMA)


Height of Tsunami

Nankai Trough Earthquake(Scenario as of 29 August, 2012, Japanese Government)

10-20 m


Near Future Programs in JapanBuilding Design against Tsunami Force

BuildingTsunami ForceDesignWaterDepth

http://www.kenchiku-bosai.or.jp/files/2013/11/12_tsunami01.pdf

DesignWaterDepth



Big Earthquakes having Long PeriodComponents（3.11,2011 Earthquake)

Osaka Fusakishima City Office55F,B2F H=256m800km from epicenterFundamental Period (T): 7.0 sec

Osaka Fusakishima City Office55F,B2F H=256m800km from epicenterFundamental Period (T): 7.0 sec


Near Future Programs in JapanBig Earthquakes having Long Period Components


Near Future Programs in JapanBig Earthquakes having Long Period

Components

Oil Damper

http://www.pref.osaka.lg.jp/otemaemachi/saseibi/cyosyukitorikumi25.html

Steel Damper


Near Future Programs in JapanBig Earthquakes having Long Period Components

52F Displacement by Earthquake Response AnalysisBefore Strengthening; 259 cm → After; 207 cm

Before Strengthening

http://www.pref.osaka.lg.jp/attach/13203/00078593/230624file3-2.pdf

After Strengthening

sec

cm


Near Future Programs in JapanThree years after 3.11, 2011 Tohoku Earthquake

Embankment

March, 2011 March, 2013March, 2013Nikkei Newspaper 3.11, 2014



Urban Area

March, 2011 March, 2013

Nikkei Newspaper 3.11, 2014SEKI, 5CNIS&1CNISS, June, 2014, Bucharest


March, 2013

Nuclear Power Plants

Radioactive water tankNikkei Newspaper 3.11, 2014


Thank you for your attentionThank you for your attention


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