1

Building damage by the 2011 off the
Pacific coast of Tohoku earthquake andcoping activities by NILIM and BRI
collaborated with the administration
Isao Nishiyama (NILIM),
Hiroshi Fukuyamay(BRI),( ),Yasuo Okuda (BRI), andIzuru Okawa (BRI).
NILIM : National Institute for Land & Infrastructure Management
BRI : Building Research InstituteThis material was presented at UJNR ‐ Wind and Seismic Effects held at PWRI on August 29, 2011.

2

1. Outline
By Nishiyama, Isao

3

Field Survey
Quick Report (in Japanese) was published on May, 2011
and Summary Report (in English) will soon be available.
available

Isao Nishiyama

4

JMA Seismic
S i i Intensity
I t it & HypocentralH
t l Region
R i

Tohokuo o u ea
earthquake
t qua eMw=9.0 (14:46 JST on March 11, 2011)★

Isao Nishiyama

5

Fi ld S
Field
Surveyedd Cities
Citi andd TownsT
Tono City

MiyakoyCityy
Yamada Town

Kitakami City

Otsuchi Town
Kamaishi City

Hiraizumi Town

Ohunato City
Kurihara City

Rikuzentakata City
Kesennuma City
Minamisanriku Town
Ishinomaki City

Tsunami‐induced
d ddamageOnagawa Town
Higashimatsushima City
Matsushima Town
Shiogama City
Shichigahama Town
Tagajo City

Motion‐inducedgdamageSendai City

Nasu Town
Yaita City
Shirosato Town
Kasama City
Chikusei City
Shimotsuma City

Koga City
Bando City
Joso City
Tsuchiura City
Ryugasaki City
Sakae Town
Urayasu City

Isao Nishiyama

Natori City
Iwanuma City
Watari Town
Yamamoto Town
Shiroishi Town
Fukushima City
Nihonmatsu City
Miharu Town
Koriyama City
Sukagawa City
Shirakawa City
Hitachiota City
Hitachi City
Naka City
Hitachinaka City
Mito City
Oarai Town
Omitama City
Hokota Cityy
Kashima City
Itako City
Kamisu City
Inashiki City

Fukushima Daiichi Nuclear
Power Station

Liquefaction‐induced
damage of houses
Surveyed Cities and
Towns

6

S
Surveyedd It
Items∗ Motion‐induced damage∗ Wood houses,, steel buildings,
g , reinforced concretebuildings, residential land, non‐structural elements,
seismically isolated buildings,…etc.

∗ Tsunami‐induced damage∗ Wood houses, steel buildings, reinforced concretebuildings.
buildings∗ (Fire‐induced damage...)Isao Nishiyama

7DDamageStatistics
St ti ti (Tohoku(T h k vs. Kobe)
K b )60,000People Death
Tohoku: 15,700
Kobe: 6,434

People injured

50,000People missing
People death

40,00030,00020,00010,0000
3/12 3/19 3/26 4/2

4/9 4/16 4/23 4/30 5/7 5/14 5/21 5/28 6/4 6/11 6/18 6/25 7/2

7/9 7/16 7/23

Kobe EQ

500,000
450 000
450,000
Half collapsed (house)

400,000

Total collapsed include washed away (house)

350,000
300,000
250,000
200,000

Total Collapsed Buildings
Tohoku: 114,000 houses
Kobe: 186,175 housing units

150,000
100,000
50,0000

3/12 3/19 3/26 4/2 4/9 4/16 4/23 4/30 5/7 5/14 5/21 5/28 6/4 6/11 6/18 6/25 7/2 7/9 7/16 7/23

Isao Nishiyama

Kobe EQ(housing
units)

8

Coping Activities

Isao Nishiyama

9

F
Four
IImportantt t IIssues∗ Tsunami Damage∗ Non
Non‐structural
structural Elements Damage, esp. Ceiling∗ Long‐period, Long‐duration Ground Motion Effects∗ Liquefaction Damage∗ (Damper Damage in Seismically Isolated Building)Isao Nishiyama

10TTsunamii

Out of plain deformation, RCA hArahama,
W k b
Wakabayashi,
hi Sendai
Se d i

I id diInside,ditto∗ Study on the design of tsunami evacuation buildings, i.e.
estimation of tsunami load
More than half of the total inundation area was subjected to inundation height of 2m or less.

Isao Nishiyama

11N
Non‐structuralt t l Elements,Elt esp. C
Ceilingili
Structures

Structures
Ceiling

BracesClearance between
ceilings

Clearance

Earthquake induced
motionCeiling iscontacting toStructural
Members

Stiffness difference between
ceilings in different levels

Earthquake induced
motionPrevious technical advice(MLIT, 2003.10)∗ Review of previous technical advice (right), and study on
practical structural calculation methods
Isao Nishiyama

12Long‐period,
gp, Long‐durationgGroundMotionPseudo Vel. Resp. Spectrum (h=5%)60

Disp. Response Spectrum (h=5%)

10

10
0

01F(NS)
01F(EW)
01F(UD)

10
10
/s/
s)

5

40

20

1(
cm

Pseudo V
Velocity Response (ccm/s)

1000

01F(NS)
01F(EW)
01F(UD)

Displaacement Response (cm
m)

50

1

1

)
cm
1(
0.

0.5
0.1

0.5

1
Period (sec)

5

10

0

0

5
Period (sec)10

Pseudo‐velocity
Displacement
Osaka prefectural government building (Sakishima)∗ Tentative new proposal by MLIT and NILIM was announced for
public comments Dec. 21, 2010. 3 months before Tohoku EQ.
∗ Background information was published in BRI.
Isao Nishiyama

13

LiLiquefaction
f ti

Nisshiro, Inashiki, Ibaraki
Fukashiba, Kamisu, Ibaraki∗ Study on possible indication of expected performance
w/wo countermeasures for residential houses (from theview
i off consumer protection)t ti )
Isao Nishiyama

14(D(Damperiin S
Seismicallyi i ll IIsolatedl t d Bld
Bldg.))∗

Fracture of Lead damper
Isao Nishiyama

LRB (Lead rubber bearing) ?

15CCountermeasurestiin Codes/Standards
C d /St d dBuilding Structural Codes/Standards Committee
Chaired by Tetsuo Kubo, Tokyo University
Field Survey on the Earthquake on April 21 and 22
g
18
First meetingg was on June 8,, second on August

WG on Long‐period
earthquake ground motion
First meeting was on July 20
Secretariat for supportingppgCommittee and WG

TG on Building Structural Codesand Standards in general
First meeting on July 26

Isao Nishiyama

Draft of
Building
Structural
Codes

Public comments on Tentative
New Proposal ofcountermeasures for long
long‐period
periodmotionCollection of information byusing grant‐in‐aid
grant in aid formaintenance and promotionof building standards
42.Effect of long‐period
motion on super high‐risebuildings
21. Needs and seeds
collection

Publiccomments or
proposal ofbuilding
structural
codes fromprivate16

2. Building Damage
due to Earthquake
Ground Motions
By Fukuyama, Hiroshi

Damage to buildings caused by seismic motion 17<Summary>
S
Damage to buildings is not so severe whereas the seismic
i tintensities
iti were hi
high
h and
d th
the didisastert areas were extended
t d d
to extremely large• Wood Structure：
Structure：Typical seismic damage was observed• RC Structure, Steel Structure
Structure：：Significant difference
appears between before and after the new seismic designcode (1981). Typical seismic damage was observed• Non
Non--structural Elements：
Elements：Fall of suspended ceilings inlarge--scale spaces, exterior walls, and interior materials
large
were observed• Residential Land：
Land：Damage to developed grounds andsloping for residential houses were observed. Severeliquefaction damage occurred in very wide areas.
Hiroshi Fukuyama

18
In Kurihara City,
City, JMA seismic intensity of VII was recorded,
predominant spectrum is observed in short period
period, ii.e.
e less than 0
0.3s.
3s
But the power of spectrum in long period is lower than the limit value
regulated in Building Standard Law of Japan for seismic design.
Building damage was not so significant on the whole even in theareas where seismic intensity of more than VI was recorded
500

築館MYG004
Kurihara(IJMA=VII)

pSvv(cm/s)

400h=0.05

Building
Standard law ofJapan

仙台MYG013
Sendai(IJMA=VI+)300

Shiogama(IJMA=VI+)
塩竈MYG012(S il ttype III)
(Soil

200

(Soil type II)

100
0
00
0.0

05
0.5

10
1.0

15
1.5

20
2.0

2 5 Period(s)2.53d(0 )
P i 3.0

Pseudo--velocity response spectrum at some K
PseudoK--NET observe points
Hiroshi Fukuyama

Typical seismic damage to Wood Structures

Damage of houses with store(Inclination of 1st story)

19

Damage due toBio‐‐deterioration
Bio

Damage of Dozo
Collapse of 1st story
Hiroshi Fukuyama

Collapse of192nd story(Japanese traditional woodstorehouse coated withclay and plaster finish)Typical seismic damage to RC Structures 20

Collapse of soft‐
soft‐1st story
by shear failure of columns

Pullout of anchor bolts ofthe exposed‐
exposed‐type SRC
column base
Hiroshi Fukuyama

Shear ffailure
Sh
il
off
20
link‐‐beamlink

Shear failure ofnon‐‐structural walls
nonSh
Shear ffailure
ild
due toopening of shear wallTypical seismic damage – RC structure (1)21• More than 10 local government office buildings designed by the old seismic code sufferedfrom significant structural damage, shear failure of short columns and loss of axial load
bearing capacity .
These building could not be used as an emergency operation center.
• Damage mitigation for functional continuity is strongly required.

Kasama City hall building
Hiroshi Fukuyama

Sukagawa City hall building

Typical seismic damage – RC structure (2)22• Most of the retrofitted buildings performed well to secure human lives by preventing
collapse.
• Damage were observed in some retrofitted buildings

Hiroshi Fukuyama

Typical seismic damage – RC structure (3)23Damage to non‐non‐structural
walls of residential buildings
retrofitted by oil damper

Courtesy of Mr. K. Watanabe of U.R.
23

Hiroshi Fukuyama

Typical seismic damage to Steel Structures 24

Buckling of brace

Rupture of horizontal brace

Spalling of concrete at joint

コンクリート剥落

Rupture ofbrace at joint
Hiroshi Fukuyama

Buckling of diagonal
member of latticed
24columnDropping of extensive ceilingmaterials and exterior finish
materials

Typical seismic damage to Residential Land25
Tilted 3 degrees

Large‐‐scale liquefaction and settled or tilted structures
Large

Sand boiling andtilting of house

FFailureiloff hhooting
ti g causeddby the ground damage

Damage ofretaining wall andhouse movement

Hiroshi Fukuyama

LLandd slidinglidi g on th
the slopel25of the developing hillTypical damage to NonNon-structural Elements26

Cracking
ki anddspalling of tile

Hiroshi Fukuyama

Failure of glass

Fall of exterior wall panels

26
Damage and fall of suspended
ceilingTypical damage to Seismically Isolated Buildings27

Damage to cover‐
cover‐panels
for fire protection

Hiroshi Fukuyama

Damage toexpansion joint

Peeled off of paint on
U‐shape dampers

27
Lead damper and crackon the surface

28

CCountermeasurest
Most of the damage classified were observed in theprevious earthquakes
earthquakes. Then previous revising of codes (orhandbook) are effective for preventing the damage.
However, fall of suspended ceilings in largelarge-scale spaces,
spaces,liquefaction damage, and damper damage in seismicallyisolated building are forced to take prompt measures.
Detailed investigation on damage to retrofitted buildings
and government office buildings are now onon-going.

Hiroshi Fukuyama

29

3. Damageg to
Buildings in
I
Inundationd ti A
Areas ddue
to Tsunami
Byy Okuda,, Yasuo

Purposepof Investigationg

30

The purpose of this investigation is1)

To understand an overview of buildings damaged by tsunami,

2)

To obtain basic data and information required to evaluatemechanisms for causing damage to the buildings

3)

To contribute to tsunami load and tsunami‐resistant designs forbuildings such as tsunami evacuation buildings

byy means of1) collecting building damage cases by tsunami2) classifying the damage patterns for different structural
categories,3) making a comparison between the calculated tsunami
force acting on buildings and the strength of the buildings
Yasuo Okuda

InvestigationgTeam for Tsunami
DamageNILIM: 8 members
Isao Nishiyama
Akiyoshi Mukai
Ichiro Minato
Atsuo Fukai
Shuichi Takeya
Hitomitsu Kikitsu
Hiroshi Arai
Tomohiko Sakata

Yasuo Okuda

31

BRI: 19 members
Juntaro Tsuru
Nobuo Furukawa
Masanori Iiba
Shoichi Ando
Wataru Gojo
Hiroshi Fukuyama
Y
Yasuo
Ok
Okuda
d
T iki Saito
Taiki
S it
Bun‐ichiro Shibazaki Koichi Morita
Hiroto Kato
Tsutomu Hirade
Takashi Hasegawa
Tadashi Ishihara
Norimitsu Ishii Yushiro Fujii
Haruhiko Suwada
Yasuhiro Arakiy
Toshikazu Kabeyasawa

Human Damage

Summary of Damage
in Inundation Area
Due to Tsunami
1.

about 106,000 houses werecompletely destructed or
missing mainly in Iwate,
Miyagiy g and Fukushima
prefectures

2. about 100,000 houses werepartially damaged

Prefecture

Hachinohe
Hashikami
Total

AomoriHirono
Kuji
Noda
Hudai
Tanohata
MiyakoYamadaOtsuchi
Kamaishi
OfunatoRikuzentakata
Total

Iwate

Kesen-numa
MinamisanrikugOnagawa
Isinomaki
Higashimatsushima
Matsushima
Rifu
Shiogama
Shichigahama
TagajoMiyagiSendaiNatori
IwanumaWatari
Yamamoto
Total

Fukushima

3. about 106,000 houses were
below partially damaged
IbarakiTotal about
Total:
abo t 370,000
370 000
Chiba

Yasuo Okuda

City, Town, Village

ShinchiSoma
Minamisoma
Namie
FutabaOkuma
TomiokaNarahaHironoIwaki
Total
Kitaibaraki
Takahagi
HitachiTokai
Hitachinaka
Oarai
HokotaKajimaKamisuTotal
ChoshiAsahi
Total

Sum Total

Dead

Missing

1
0
1
0
2
38
0
14
420
597
796
881
331
1,546
4,625
1,004
550
535
3,153
1,044
2
1
20
66
188
704
911
183
256
670
9,287
107
454
633
141
29
73
19
11
2
308
1 777
1,777
5
1
4
2
1

House Damage
Injury10102Complete
Destruction
or Missing

1
19
124
256
653
299
118
569
2,041
410
437
414
890
104
0
1
1
6
3

17
0
17
0
8
17
1
8
33
Unknown
Unknown
Unknown
Unknown
Unknown
67
Unknown
Unknown2
Unknown
Unknown
37
1
10
Unknown
Unknown

3,159
20,720
8,533
3,167
2,939
19,065
4,589
213
59
682
729
1,662

33

2,276

82 Unknown
1
293
5
44
23
90
2,410
2,753
3
3
5
71
38
59
43
6
1
1
6
2
5
1
39
4
144
143
1
188
19
166
5
27
6
15

1
14

1

13
13

2
2

6
432
19
12
31

15,717

4,599

3,443

32

Below
PartialDamagePartialDamage

Fire

250
12
262
10
65
309

769
8
777
16
210
169

225
3,669
2,789

45
1,006
395
3,677

4
176
120

535
182
2,558
2,313
144
337
3,354
4,672
1,321
508
2,784
460
2,993

120
Unknown
27
452
3,248
Unknown
640
10,199
2,471
1,184
1,732
3,973
1,067
5,097

19,922

41,34456,347

39

2,786
720
2,459
2,200
69,725
548
1,049
4 682
4,682

922
1,545
1,032
1,042
64,771
Unknown
643
975

8,060
2,403
1,985
1,086
99,492

12
1
3
2
124

58
30

5

3,188
3,629

2
1
1
5

2

1

6
2
2
2
13
8
5
5
23
1
2
8
15

3,092

50
Unknouwn
6,585
13 002
13,002
339
131
403
56
79
10
96
368
139
1,621
23
336
359

Unknown
18,93120 554
20,554
1,569
728
3,016
104
720
268
524
1 726
1,726
1,660
10,315
105
931
1,036

21,80024 892
24,892
5,745
3,213
11,229
3,150
5,863
1,087
4,863
2 567
2,567
3,011
40,728
1,938
2,358
4,296

105,689

100,011

169,861

3
3
3
4
2
1
3
4
3
20

0
162

33

Classification of Damage Patterns Reinforced Concrete Buildings(1) Collapse of first floor

Yasuo Okuda

A case where column capitals and bases on the first floor
in a building were subject to flexural failure andsubsequently to story collapse was seen in two‐story
buildings.

34(2) Overturning

Overturning
g was observed in 4
4‐storyy or lower buildings.
g
In all overturned buildings, the maximum inundation
depth exceeded their height. Overturning types include
g that felt sidelong
g and buildings
g that turnedbuilding
upside down.
Yasuo Okuda

35(3) Movement and washed away

Most off theMh overturnedd buildingsb ildiwere moved
d ffrom theirh ioriginal positions. It is estimated that large buoyancy
acted on the buildings. Moved and overturned buildings
left no dragged traces on the ground.
Yasuo Okuda

36(4) Tilting by scouring

When tsunami acted on a building, a strong stream was
generated around the corner of the building,building resulting in manylarge holes on the ground that were bored by scouring. In one
case, a building on mat foundation fell into a hole bored byscouring.
iYasuo Okuda

37(5) Fracture of wall

In one damaged building, a 300 mm
mm‐thickthick shear wall withdouble layer bar arrangement and a support span of more than
10 m and without no 2‐story floor was bent inside by a tsunami
wave pressure.
pressure
Yasuo Okuda

38(6) Debris impact

Debris impact was seen in most of the non‐structural
non structural members
such as window and ceiling materials. The number of cases ofclear damage to skeletons was not large, but in one observedcase, a multi‐story
lti twallll iin an apartmenttt househ
was probably
b blbored by debris impact .
Yasuo Okuda

Classification of Damage Patterns Steel buildings(1 2) Movement and washed away
(1,2)

39

Debris impact was seen in most of the nonnon‐structural
structural members such as window
and ceiling materials. The number of cases of clear damage to skeletons was notlarge, but in one observed case, a multi‐story wall in an apartment house wasprobably bored by debris impact .
Yasuo Okuda

40(3) Overturning

One case, in which a whole building including foundation is overturned, wasconfirmed. Most of the ALC panels of claddings were left.
Yasuo Okuda

41(4) Collapse

Damage cases of skeleton collapse include story collapse of the first floor in a 2‐
story steel building and partial collapse of a warehouse on the coast.
Yasuo Okuda

42(5) Large residual deformation

Slight tilting was often observed in steel buildings with only a skeleton left. In
one case, a gabled roof frame building did not collapsed despite large residual
deformation.
Yasuo Okuda

(6) Full fracture and washed away of 43
cladding and internal finishing materials

Cladding materials such as ALC panel were almost fully fractured and washedaway, and a steel frame as a skeleton was left. This case was often seen.
Yasuo Okuda

Damage to wood houses (1)In the case of a maximum inundation depth more than about 6 m(equivalent to a height of eaves of 2‐story wooden house), thenumber of 1‐story
1 story and 2‐story
2 story Wood Houses that remained was
almost zero.
In the case of a maximum inundation depth of about 1 m, most ofwood houses remained.
Yasuo Okuda

44

Damageg to wood houses (2)
( )

GSI

A tsunami wave force was reduced possibly due to many
openings in the direction affected by tsunami or on thewhole plane, or a wooden house remained despite
washout of columns and external walls in the corner ofthe building.
Yasuo Okuda

45

Database for Investigatedg
BuildingsgOuter dimensions of about 100
buildings and dimensions of theirskeletons were measured in thesite investigation.
Building name,name address
address, purpose
purpose,construction year, designation as
tsunami evacuation building,
structure category,
category number ofstories, outer dimension, distancefrom seacoast (river), GPS
position,
ii
altitude,l i d surroundingdicircumstances, damage situations,etc., were included in the
database.

Yasuo Okuda

46

Discussion on Guidelines for Tsunami Evacuation47
Buildings by the Cabinet Office,
Office Japan

In the Cabinet Office guidelines,
guidelines the design tsunami load for thetsunami evacuation buildings was adopted as the tsunami wave
pressure eq. (1), hydrostatic pressure of 3 times design inundation
depth based on the maximum envelope of the experimental result
depth,
in Japan.
Yasuo Okuda

Damage Situations of Buildings and Structures 48
with Some Obstacles for Tsunami Effect
A depth ratio is defined as eq. (2).
ηe
a =

(2)

ηm

a : depth ratio
ηe : depth of the hydrostatic pressure
g of theequivalent to the strengthbuildings and structures (m)ηm : measured inundation depth (m)This figure plots damage situations of buildings and structures with someobstacles for tsunami effect for a and ηm. A boundary line of damage situationsof buildings and structures can be drawn at the depth ratio a =1 where ηm<10m.
Yasuo Okuda

49

C
Conclusions
l iThis section’s
Thiti ’ conclusions
l i
are as ffollows;ll1) The damage patterns for different structural categories
were classified and the factors that had caused various
types of damage were briefly discussed.
2) The database of the investigated buildings andstructures was made.
3) Based on the database, we plotted the damage
situations of the investigated buildings and structures forthe measured inundation depth and the depth ratio. A
boundary line of damage situations of buildings andstructures can be drawn at the depth ratio a =1 where ηm
<10m.
<10m
Yasuo Okuda

50

4. Ground Motions of the Tohoku
earthquake and Recent Activity
on Long‐period Motions for
Designg of Buildingg Structures
By Okawa, Izuru

51
The 2011 off the Pacificcoast of Tohoku
Earthquake
44˚
43˚
42˚
41˚

IJMA
7
6
5
4
3
2
1

40˚
39˚
38˚
37˚

Main
M
i shockh k
2011/03/11 14:46(h=24km, Mw9.0)

36˚
k
km

35˚
0

34˚
134˚ 135˚ 136˚ 137˚ 138˚ 139˚

Izuru Okawa

100

200

140˚ 141˚ 142˚ 143˚ 144˚ 145˚ 146˚

52

Examplesp of observed motions

20

40

60

80

MYG013: K-NET Sendai
3000 Acceleration(cm/s2)

36˚

50

100

35 ˚
141˚

142˚

143˚

0

U-D (peak: 1159 cm/s2)

0

10
00

10
0
/s/
s)
10
(c
m

10
0
/s/
s)
10
(c
m

0.5
0
5
1
Period (sec)

510500 Pseudo Vel. Resp. Spectrum (h=5%)

100
50

10
5

N-S
E-W
U-D

20

40

60

80

100
120
Time (sec)

140

160

180

200

2

01
0.1

1

0

IBR003: K-NET Hitachi

Izuru Okawa

01
0.1

)
m
(c

-3000

N-S
E-W
U-D

1
0.

(cm/s2)

140˚

2

200

E-W (peak:- 1187 cm/s2)

5

10

139˚

180

0

-3000
3000

138˚

160

N-S (peak:- 1599 cm/s2)

-3000
3000

(cm/s2)

0

140

10

0
10

km

100
120
Time (sec)

50

1

0

100

)

-3000

500 Pseudo Vel. Resp. Spectrum (h=5%))(cm/s2)0

10

10

U-D (peak:- 299 cm/s2)

5

10
0

(cm/s2)0

0.5
1Period (sec)0
10

E-W (peak: 987 cm/s2)

0.1

cm
1(
0.

K-NET Hitachi (6+ )

2

200

0

-3000
3000

37˚

180

N-S (peak: 1520 cm/s2)

-3000
3000

K-NET
K
NET Send ai (6
(6+ )

160

/s/
s

38˚

140

10
(c
m

(cm/s2)

MYG004: K-NET Tsukidate
3000 Acceleration

100
120
Time (sec)

00

80

10

60

10
00
0

40

N-S
E-W
U-D
1

20

5

)

0

10

10

0

-3000

K-NET Tsukid ate (7)U-D (peak: 1886 cm/s2)

cm
1(
0.

(cm/s2)

-3000
3000

50

10
00

0

100

00

(cm/s2)E-W
E
W (peak:(peak:- 1285 cm/s2)

0
10

-3000
3000

39˚

00
0
10

0

10
0

143˚

142˚

141˚

Pseudo Velocity Response (cm/s)

140˚

Pseudo Velocity Respponse (cm/s)

139˚

500 Pseudo Vel. Resp. Spectrum (h=5%)N-S (peak: 2679 cm/s2)

Pseudo Velocity Ressponse (cm/s)

138˚
40˚

(cm/s2)3000 Acceleration

0.5
0
5
1
Period (sec)

5

10

53

BRI Strong motion observation network(Instrumentation in Buildings)
44˚
43˚

HKU

KGC
HRO

42˚

36˚20'

HKD
41˚

HRH

40˚

SITA, SIT2

O
TRO

38˚

NIG

THU,
SND

37˚

NIT

36˚00'

MYK

AKT

39˚

ANX, BRI
TKC

HCN2, HCN

UTK,
NMW,
SMD

2011/03/11
14:46(JST)h=24 km, M9.0

KDI

35˚40'

IWK
NGN

36˚
35˚

MIZ
OSK,
SKS
MTS

KSO
YMN
NGY SMZ

Izuru Okawa

MST
TDS
AKB
ADC
EDG

CGC,
CGC
CG2, TUF
CG3 KWS

0100

TKD ICK

YCY
FNB
CHB

km

km

SMS

34˚
134˚ 135˚ 136˚ 137˚ 138˚ 139˚

NKN

TUS

200

140˚ 141˚ 142˚ 143˚ 144˚ 145˚ 146˚

35˚20'
139˚20'0

139˚40'140˚00'50

140˚20'140˚40'Tohoku
university

Velocity (cm/s)

80

54

1978.6 Miyagi-ken-oki Eq

60
40
20
0
-20

2011 3 11 Tohoku Eq
2011.3.11
Eq. (main shock)

-40
0

50

Acc (cm/s2)

1000

Acc (cm/s2)
Disp (cm
m)

200

250

(a) Acc. in Trans. Dir.

09F(Trans.)
01F(Trans.)(b) Acc. in Long. Dir.

09F(Long.))
09F(Long
01F(Long.)(c) Bldg. Disp. in Trans. Dir.

0

−40
40

(d) Bldg. Disp. in Long. Dir.

0

−40
2.0

(e) Transition of natural periods

1.5
1.0
Trans

0.5
0

Izuru Okawa

300

0

−1000
40

Disp (cmm)

150
time (s)

0

−1000
1000

T ((s)

100

50

100
Time (s)

150

Long.
200

Disp. (cm)Disp. (cm)Disp. (cmm)
Disp.. (cm)Diisp. (cm)Disp. (cm)Izuru Okawa

50 Displacement

01F S-N (peak:- 20.5 cm)

55

0
-50
50

01F W-E (peak:- 17.6 cm)

0
-50
50

37F S-N (peak:- 32.1 cm)

0
-50
50

37F W-E (peak:- 27.9 cm)

0
-50
50

37F-01F S-N (peak:- 14.7 cm)

0
-50
50

37F-01F W-E (peak:- 16.7 cm)

0
-50
50

0

100

200

300

Time (s)

400

500

600

Skyscraper on Tokyo Bay

700

Skyscraperyp on Osaka
Bay, tallest in westernJapan with more thanJapan,
700 km epic. distance.
Osaka Sakishima office

Izuru Okawa

56

57

Skyscraper on Osaka Bay
52 fl.

Osaka Sakishima office

38 fl.

256m

Y

18 fl.

1 fl
fl.

Sensor locations on the plan
Izuru Okawa

accelerometer

2

ACC(cm/
/s )

0

200

400

600

800

58
Max.126 gal

1000
（秒）

2

ACC
C(cm/s )52FOsaka Sakishima Office Building
2011 off Pacific coast of Tohoku Eq.
100
0
-100

Max. 86 gal

0

200

400

600

800

1000

（秒）

100
0
-100

100
0
-100

2

AC
CC(cm/s )

X

100
0
-100
100

ACC(cm/s )

38F

0

200

400

600

800

1F

Max. 34 gal

0200

accelerometer

Izuru Okawa

1000

（秒）

2

18F

Max. 41 gal

400

600

800

1000

(s)

44˚
43˚

HKU

Pseudo Veloocity (cm/s)

Pseudo velocity spectrumof observed motions

140

KGC
HRO

42˚

100
80
60
40

0
0

41˚

HRH

37˚

THU,
SND

2011/03/11
14:46(JST)h=24 km, M9.0

IWK
NGN

35˚

MIZ
OSK,
SKS
MTS

KSO YMNNGY SMZ
SMS

8

10

km

0
100 20034˚
1344˚ 1355˚ 136˚ 137
137˚ 138˚ 139˚ 140˚ 141˚ 142
142˚ 143˚ 144˚ 1455˚ 1466˚

810Adachi Gov. Bldg, 01F
University Bldg, Kasukabe_GL
Saitama Gov. Bldg No.2, 01F
Misata city
it hall,hall GL
TUS, Noda, 01F
BSL design bedrock motion

100

Pseudo veelocity (cm/s)

NIG

4
6
Period (s)

120

MYK

TRO

38˚

2

HCN2, HCN

AKT

39˚

36˚

Akita pref. office B1F
Hachinohe city hall GL
Iwaki city hall B1F
Miyako city hall GL
Niigata city hall B1F
Sendai Gov. Bldg B2F
BSL design bedrock motion

120

20

HKD

40˚

59

h=0.05

80
60
40
20
0

Izuru Okawa

0

2

4
6
Period (s)MLIT & NILIM proposal for tentative measures for 60
theh safetyf
off hhigh‐risehb ld
buildings
Background∗ Fire of large oil storage tank due to the effect oflong‐period earthquake motions∗ Concerns off theh effectff
off Long‐periodd earthquakehkground motions to high‐rise and SI buildings∗ Earthquakehk occurrence probability
b bili is
i highhi h forf majorjsubduction‐zone earthquakes such as Nankai,
Tonankai and Tokai earthquakes∗ Various projects on earthquake damage evaluations
for subduction‐zone
subduction zone earthquakes∗ MLIT funding for safety measures for long‐periodbuildings (Selected Research Group + BRI)
Izuru Okawa

Design earthquake motions for high‐rise buildings 61
'50
50

'6
6
0
EQ. Recordings'70
70

1968 Tokachi'8801978 Miyagi‐oki

Building Standard

Designmotions forhigh‐risebuildings

'9
9
0

'0
0
0

'10
10

1995 Kobe

2003 Tokachi

New Design method

Revision

Design Seismic force

Design Motions

High‐rise buildings
Base‐isolated buildings
Time history
Design spectra

Recorded motions
Max. acc.
Level 1200～300
3 g
gals
Level
300～500 galsMax. velocity
Level 125 cm/sLevel 2550 cm/s/

Notification wave

Regional design motions

BCJ Guidelines

Site‐specific design motions

Long‐period Impulse

Long period wave

Design criteria （Story drift angle, Ductility factor, etc）
El Centro, Taft, Hachinohe
Prediction method(long and short period) Empirical method

Long duration
EnergySpectraSt

Fault Rupture (asperity etc.)

Precise methodology
Damage Estimates
Probabilistic Map
Long‐period Map

62∗ Design Motions Currently Used for Tall Buildings (>60m)
1. BSL Notification spectrum compatible motions (Fig.1)
2. Modified Recorded motions (Vmax=25,50cm/s)
3. Site‐specificSi
ifi motionsi100

h=0.05

8
6

4

4

2

10

Engineering Bedrock

BCJ L2BSL E.B.
BSL Soil 1
BSL Soil 2
BSL Soil 3

Acceleratio (m/s)

Pseudo V
Velocity (cm
m/s)

2

8
6
4

2
0
-2
-4

2
5 6 7

0.1

2

3

4 5 6 71

Period (s)23

4 5 6 7

10

0

20

40

60
time (s)

80

100

120

Fig 1 BCJ (L2) and BSL Design Spectra and BSL wave for Engineering Bedrock
Fig.1

Izuru Okawa

63
GroundGou d motion
ot o parameters
pa a ete s anda d prediction
p ed ct o modelode
1. Spectral Properties
1) Acceleration response spectrum(h=0.05, 0.01)
2) Energy Spectrum (h=0.10)
3) Site amplification coefficient
2. Time history Properties
1) Site factors with phase properties controlling waveforms
and duration time

Izuru Okawa

64

Used Earthquake Data（Subduction, Crustal Eqs.）
Subduction

・Subduction：Mj≧6
Subduction：Mj≧6.5,
5
Hypocentral dist.≦400km
・Crustal：Mj≧6
Crustal：Mj≧6.0,
0
Hypocentral dist. ≦350km
・Focal depth≦60km
Mj：JMA magnitude
K‐NET, KiK‐net, JMA data
were used in this study

64

Izuru Okawa

CrustalSite amplification 65
coefficient Cj(T)OSKH02Site amplification coefficient at T=5 sec.
sec
Izuru Okawa

66

Site amplificationpfactorsfor Sa(5%) horizontal components

3 sec.
Izuru Okawa

7 sec.

9 sec.

67
Simulated gground motion for large
g earthquakes
q

Mw8.0
Mw8.2
Mw8.2
Mw8.4
(a) Nankai
earthquake(a)
想定南海地震Izuru Okawa(b) Tokai‐Tonankai earthquake(b) 想定東海・東南海地震

Simulated ground motion for Nankai earthquake68
h=5%

BSL : Notification spec
Case 2 : Average+ ERR
Case 1 : Average+ ERR
Case 2 : Average
Case 1 : Average

Kamae
Tsurugi
Sekiguchi(a) 既往の予測波

Kamae
釜江波
Tsurugi(b) 本研究の予測波
速度波形：乱数 1

速度波形：乱数 2

鶴来波

Sekiguchi

関口波

Izuru Okawa

加速度波形：乱数 1

69

Simulated ground motion for Tonankai‐Tokai earthquake
NST site(S(Sato,2006)
6)

佐藤・他(2006)：NST 工学的基盤

Case 2 : Average
回帰式の平均値を用いた場合：乱数2

本研究：AIC004
AIC004 Surface地表

NST site(Sato,2006)(a) 既往の予測波(佐藤・他,2006)

This study(b) 本研究の予測波

Mw8.0
Mw8.2

Izuru Okawa

Case 2 : Average +ERR
群遅延時間の平均値と標準偏差の回帰式の平均値－回帰誤差
平均値
回帰誤差 e を用いた場合：乱数 2

AIC004
Surface地表本研究 AIC004
本研究：AIC004

MLIT pproposalp
for tentative measures
for the safety of high‐rise buildings

70∗ Withh MLIT funding,f dtheh methodology
h d l
is constructed.
d∗ Long‐period earthquake ground motions for specific
sites
i
can b
be evaluatedld iincluding
l di timeihistories.
hii∗ Earthquake motions for verification generated for
th
three
major
j subduction‐zone
bd ti
earthquakesthk→Nankai, Tonankai and Miyagi‐oki earthquakes∗ Long‐period earthquake motions for 9 zoning sites inurban area were proposed for existing and new ones.
∗ Public comments to this proposal were invited.
∗ The 2011 Tohoku earthquake occurred.
Izuru Okawa

71

Nine Zonings in Urban Areas

Osaka
Izuru Okawa

Nagoya

Tokyo

72

A
Area
9 (representing(
ti Tokyo
T k Bay
B area))Izuru Okawa

MLIT pproposalp
for tentative measures
for the safety of high‐rise buildings73∗ Withh MLIT funding,f dtheh methodology
h d l
is constructed.
d∗ Long‐period earthquake ground motions for specific
sites
i
can b
be evaluatedld iincluding
l di timeihistories.
hii∗ Earthquake motions for verification generated for
th
three
major
j subduction‐zone
bd ti
earthquakesthk→Nankai, Tonankai and Miyagi‐oki earthquakes∗ Long‐period earthquake motions for 9 zoning sites inurban area were proposed for existing and new ones.
∗ Public comments to this proposal were invited.
∗ The Tohoku earthquake occurred.
Izuru Okawa

74End