Proceedings of the International Symposium on Engineering Lessons Learned fromthe 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, JapanDYNAMIC RESPONSE CHARACTERISTICS OF
SUPER HIGH-RISE RESIDENTIAL BUILDINGSIN KANTO AND KANSAI AREAS
DURING THE GREAT EAST JAPAN EARTHQUAKE
Masayuki NAGANO1 and Takenori HIDA2
1

Professor, Department of Architecture, Faculty of Science & Technology,
Tokyo University of Science, Chiba, Japan, nagano-m@rs.noda.tus.ac.jp
2
Assistant Professor, Department of Architecture, Faculty of Science & Technology,
Tokyo University of Science, Chiba, Japan, hida-t@rs.tus.ac.jp
ABSTRACT: During the main shock of the 2011 Great East Japan Earthquake,long-period ground motions were observed in the Kanto and Kansai areas, far from theepicenter, which must have influenced the dynamic behavior of the long-period
structures. This paper describes the dynamic response characteristics of 14 superhigh-rise residential buildings in the Kanto and Kansai areas on the basis of the recorded
motions. In addition, we examine the psychological condition of residents and actual
damage caused to household property during the main shock through a questionnaire
survey.
Key Words: the Great East Japan Earthquake, super high-rise residential buildings,
recorded motions, dynamic characteristics, predominant period,
questionnaire survey

INTRODUCTION
A massive earthquake, the 2011 Great East Japan Earthquake (off the Pacific coast of Tohoku
Earthquake, Mw9.0), shook the eastern part of the Japanese mainland and led to devastating damage tobuildings along the coastal area, mainly due to the immense force of the resultant tsunami(Architectural Institute of Japan, 2011). Because of the rupture of a large area of the seismic fault,
ground motions of large amplitude and long duration were observed in not only the Tohoku area near
the epicenter but also the Kanto area. Serious soil liquefaction also occurred in landfilled areas andthroughout the alluvial land along the Tone River in Chiba Prefecture (Tokimatsu et al., 2011). Despite
being the largest recorded earthquake (with a magnitude of 9.0) ever to have hit Japan, serious
structural damage caused by ground shaking, including collapse, seems to have been smaller than
expected.
During this earthquake, seismic waves generated by the rupture of the huge seismic fault spreadand traveled into the Kanto and Osaka Plains, where thick sedimentary layers exist on the seismic1037

bedrock. They were reflected and amplified within the sedimentary basins and observed the so-called“long-period ground motions,” with long predominant periods and durations. More than 800 superhigh-rise residential buildings have been constructed in the highly urbanized area, where thelong-period ground motions must have influenced the shaking of those buildings.
The influence of these motions on long-period structures has been the subject of many engineers’interest in Japan since the 2000 off Tokachi earthquake (Mw8.3), Hokkaido. The long-period groundmotions observed in the sedimentary Yofutu Plain, far from the epicenter, are considered as one of theplausible reasons for the damage to several oil tanks located in Tomakomai, central part of the Yofutu
Plain. The occurrence of the Tokai, Tonankai, and Nankai earthquakes, along the western part of theJapanese archipelago, must have had a serious effect on the dynamic behavior of the long-period
structures densely constructed in the Kanto, Nohbi, and Osaka Plains because of the resonant
phenomenon with long durations. Despite these urgent situations, it has been difficult to paint a precise
picture of what will happen to the dynamic behavior of super high-rise buildings during intense
shaking because of a lack of recorded motions. In addition, the behavior and psychology of theresidents living in such buildings, as well as the moving and overturning of household appliances andfurniture, have remained unresolved.
During the 2011 Great East Japan Earthquake, strong motion records were simultaneously
obtained at the top and bottom floors in 14 super high-rise residential buildings constructed in the
Kanto and Kansai areas. All buildings were located within the Kanto and Osaka Plains, where thicksedimentary layers overlie the seismic bedrock, and observed long-period ground motions. This study
investigates the dynamic response characteristics of super high-rise reinforced concrete buildings on
the basis of the recorded motions, focusing on the maximum structural responses as well as temporalvariations in predominant frequencies. We also investigate the psychological condition of residents
and the actual damage caused to household property during the main shock via a questionnaire survey.
PROFILES OF BUILDINGSThe buildings targeted for the investigation were 14 super high-rise residential buildings constructed in
the Kanto and Kansai areas. Fig.1 illustrates the location of these buildings plotted against thecontours of the seismic bedrock depth. There were eight and six buildings in the Kanto and Kansai
areas, respectively. All buildings were located within the Kanto and Osaka Plains, where thicksedimentary layers exist on the seismic bedrock. Long-period ground motions during the Great East
Japan Earthquake must have influenced the dynamic behavior of these super high-rise buildings.
The profiles, names, number of stories, structural types, and strong-motion observation floors of
the buildings are listed in Table 1. These buildings were equipped with strong-motion observation
systems, and seismic accelerometer records were simultaneously obtained at more than two floor
levels, the top and first or basement floors and, if any, the middle floors.
Most of these buildings are reinforced concrete (RC) structures with over 24 stories, except for
Building K, which is a steel RC (SRC) structure and Building M, which is a concrete-filled tube (CFT)
structure equipped with visco-elastic dampers. Each building incorporated moment-resistant frameswith high strength materials. Most of them were designed and constructed before the year 2000.

1038

(b) Kannsai area(a) Kanto areaaFig.1 Constrruction site mmaps of targeet buildings scopedsin thiis paper
Table 1 Profiles of buildings
b
A
Area

Buildiing
namee

StoriesKaantoKaantoKaantoKaantoKaantoKaantoKaantoKaanto

A
B
C
D
E
F
G
H

30
25
30
24
33
33
28
24

strong-mootion
observattion
floorss
B1F,15F, 30F
1F,25FF
1F,30FF
B1F,12F,224F
1F,14F,24F
F,32F
B1F,17F, 33F
1F,10F,228F
1F,24FF

Area

Buildingg
nameStoriesKanssai
Kanssai
Kanssai
Kanssai
Kanssai
Kanssai

I
J
K
L
M
N

33
37
25
43
40
31

strong-motiionobservation
floors
B1F,16F,33
3F
1F,14F,36F
F
B1F,5F,24F
F
B2,15,30,4
43
B1F,12F,26F,40F
1F,16F,31F
F

STRONGG MOTION RECORDSS FROM BU
UILDINGS
Velocityy waveformss and respon
nse spectra
Fig.2 shhows the veloocity wavefo
orms obtaineed at the top
p and basemeent (or grounund) floors duringdthemain shoock of the GreatG
East Jaapan Earthquuake. They are traced inn the princippal axis of maximummvelocitiees. In most buildingsbin thet Kanto arrea, strong motionsmweree recorded w
with long durrations ofabout 100 min. Peak velocitiesv
in Building G were the larrgest in the Kanto
Karea. B
Building G isi located
in Urayaasu area, whhere tradition
nal Japanesee wooden ho
ouses were seriouslysdam
maged by heavy soilliquefacttion. Local sites amplificaation of the gground motioons must hav
ve influencedd structural responsesrof Building G.
In thhe Kansai area, the ampllitudes and ddurations of thet shock waaves on Builldings M andd N werelarger thhan those off other buildiings. Both bbuildings aree located in thet Osaka B
Bay area, whhich musthave beeen affected by local site amplificationan of ground motions.
mFig.33 shows pseudo velocityy response sppectra for a damping facctor h = 5%.. The results for eachbuilding are plotted in two horizzontal directiions. In the Kanto
K
area, spectralsampplitudes at th
he bottom

1039

floors w
were 30–80 cm
m/s for the periodprangee of 2 to 4 s, correspondiing to the prredominant periodpforthese buuildings. Buildings G andd E showed large peaks at 2 and 3 s on both boottom and to
op floors.
Buildingg E is locatedd in the Tokyyo Bay area. In the Kansai area, the spectralslevells of Buildin
ngs N andM were larger than thosetof the otherofour buuildings. In bothbcases, thhe structural response waas closely
related too the buildinng location.
peak values(cm/s)

peak values(cm/s)
peak values(cm/s)

time(s)time(s)time(s)time(s)peak values(cm/s)

Basem
ment or 1st floorfBaasement or 1sst floor
Top floor
Top floorr(b) Kansai ar
area(a) KantoK
area
Fig.2 Velocity wavefo
orms of recorrded motionss in super hig
gh-rise residedential buildin
ngs

G-NS

E--NS

G--NS
E-N
NS

A
B
C
D
E
F
G
H

N-EW

M-X
M

I
J
K
L
M
N

M-X

N-EW

Baseement or 1st floor
BasementBor 1st floor
Top flooor
Top floorr( Kanto areea(a)(b) Kanssai area
Fig.3 Pseudo velo
ocity response spectra of rrecorded mootions in supeer high-rise rresidential bu
uildings
Peak flooor responsees
Fig.4 shhows the peaak acceleratiion for eachh floor. The results for eachebuildinng are plotteed in two
horizonttal directionss. In the Kan
nto area, thee peak accellerations at the
t 1st floorrs or basemeents werearound 1100 cm/s2. They were am
mplified by tw
wo to four tiimes at the to
op floors. Buuilding H sh
howed thelargest aacceleration because it isi located reelatively clo
ose to the ep
picenter, whhere the peakk groundaccelerattion was highh.
The level of acceelerations in the Kansai aarea was mucch smaller th
han that in thhe Kanto areaa becauseof the high attenuatioon caused byy the long disstance. Structural responsses in buildinngs constructed in thebayside area were grreater than thhose in otherr areas becau
use ground motionsmweree amplified inn the soft
surface ssoil of that arrea.
The JMA (Japan Meteorolo
ogical Agenccy) instrumeental seismic intensity ((IJMA) was evaluatedeusing thee recorded data.
d
The seissmic intensitty at each flo
oor is plottedd in Fig.5. Inn the Kanto area,a
IJMA
at the 1sst floors or basementsbvaaried from 44-lower to 5--lower. At th
he top floorss, it was amp
plified to
6-lower or 6-upper. In
I the Kansaai area, IJMA vvalues were generally lower than thoose in the Kaanto area.

1040

The increment of IJMA from the base to the top of the buildings was about 1 to 1.5 in both areas.
The absolute peak displacement and the average deformation angles were evaluated from the
motions recorded at two floors and plotted in Figs.6 and 7, respectively. The maximum deformation
angles varied around 1/500 rad in the Tokyo area. Building G, located in the bayside area, experienced
the largest deformation angle of 1/170 rad. In the Kansai area, most buildings experienced a maximum
angle of less than 1/1000 rad. On the other hand, Building M, located in the bayside area, experienced
the largest deformation angle of 1/500 rad.

(a) Kanto area(b) Kansai area(a) Kanto area

Fig.5 JMA instrumental seismic intensity

Fig.4 Peak acceleration floor responses(a) Kanto area(b) Kansai area(b) Kansai area(a) Kanto area(b) Kansai area

Fig.7 Deformation angles

Fig.6 Peak displacement floor responses

VARIATION IN DYNAMIC CHARACTERISTICS DURING THE MAIN SHOCK
The dynamic characteristics of a reinforced building are known to vary according to the level of
input earthquake excitation (Kawashima et al., 2011). Variation in the predominant frequencies of the
RC buildings in this study was investigated using motions recorded at more than two floor levels. The
subspace method (Katayama, 2004) was applied to identify the varying dynamic characteristics of thebuildings during the main shock. Motions recorded at the bottom and other floors including the top
floor were used as the input and output data, respectively. Signals with a 20 s duration were used forsystem identification of multiple 10 s intervals. System identification was performed for the two
directions separately. The identified systems included rocking motion at the basement because only thehorizontal components of the recorded motions were used.
As an example of the results, Fig.8 illustrates the temporal variation in the fundamental
predominant frequencies in Building C over the recorded time. The frequencies were normalized by
the initial frequency obtained during the first part of the recorded motions. The time history of therelative displacement of the superstructure was also traced. The predominant frequencies graduallydiminished as the structural response increased from its initial level. This was caused by nonlinear1041

behaviorr, e.g., the cracking
cand yielding oof structurall members ini moment-rresistant fraames The
predominant frequenncy was redu
uced by abouut 30% by thet time the relative dispplacement reeached its
peak. Sttructural shakking continu
ued for over 10 min andd the reduced
d frequenciees never reco
overed totheir inittial level.

Fig.8 Teemporal variiation in the fundamentalfl predominan
nt frequencies in Buildingg C during th
he 3.11
main shhock
Fig.99 shows the variation in the predominnant frequenncies of all th
he buildings. All frequencies havebeen norrmalized to thet initial freequency menntioned above. The symbols in the low
wer part of thet figure
are the mminimum preedominant frequencies
frdduring the mainmshock. The
T symbols in the upperr part are
the frequuencies evaluuated during the structuraal design, whhich were low
wer than thee initial frequuencies inmost casses. Frequenncy ratios duuring the maain shock werew
reduced by 20% to 40% of thee original
conditionn and it tennds to decrease as the relative dissplacement increases. T
The reductio
on in thepredominant frequenncies of the buildingsbin the Kansai areaa
was muuch smaller thhan that in thet Kantoarea.

Figg.9 Minimum
m frequency ratios of all buildings duuring the 3.11
1 main shockk (NS direction)

SHAK
KING AND DDAMAGE QUESTIONN
Q
NAIRE
Outline of questionn
naireMore thaan 800 supeer high-rise residentialrbuuildings have been consttructed in hiighly urbanizzed areas
throughoout Japan. However,Hthee behavior annd psycholo
ogy of resideents living inn such build
dings—aswell as tthe moving and overturnning of houssehold appliaances, gadgets, and furniiture—have remained1042

unresolvved. Kaneko (2002) reporrted an evaluuation metho
od for the oveerturning rattio of furnitu
ure during
earthquaakes, and Okada
O(19933) investigatted the seissmic casualty risk poteential basedd on theoverturnning of furnitture.
Duriing the Greaat East Japaan Earthquakke, long-periiod ground motions infl
fluenced the dynamic
behaviorr of super hiigh-rise resid
dential builddings in the Kanto and Kansai
Kareass, as described in thepreviouss sections. Midorikawa
Mete al. (2011) reported, onn the basis of a questionn
nnaire survey
y, that theresidentss in a high-riise building were frighteened during thet earthquakke. In generaal, this type ofo survey
is very raare.
In thhis study, a questionnaireqe survey wass conducted for residentss of 15 superr high-rise ap
partments
in the Kaanto and Kannsai areas (thhe 14 buildinngs in Table 1 plus anothher 40 story bbuilding in thet Kantoarea) in late July 20111, about 4 monthsmafter the main shock. The queestionnaire w
was put in mailm boxesof five cconsecutive storiessaround the strong--motion obseervation flooors indicated in Table 1. A total of
516 respponses were returned. Th
he floors werre divided in
nto three levels, i.e., “Uppper floors,”” “Middle
floors,” and “Lowerr floors.” Fig
g.10 shows th
the quantity of the respondents and w
whether theyy were intheir dwellings durinng the main shocks(about a half of theem were). Th
he questions m
mainly concerned theshaking during the mainmshock, though theree were severral commentts on shakingg and damag
ge during
the aftershocks.

Fig.10 Quuantity of respondents
g the main shhock
Psycholoogical condiition during
Firsst, questions about the residents’r
psyychological condition duuring the shhaking were asked tothose whho were stayying in theirr dwellings dduring the mainmshock. Fig.11
Fshow
ws the respon
nse to thequestionn regarding seismicsinten
nsity. The ressponses in th
he Kanto areea were greaater than tho
ose in the
Kansai area. In botth areas, thee responses tended to increase witth the floorr level. Althhough anexplanattion about seeismic intenssities was noot provided tot the respon
ndents, they were consisstent with
IJMA show
wn in Fig.5.

Fig.11 Reesponses to qquestion regaarding seismiic intensity1043

Fig.112 shows thee difficulty faaced by the rresidents in movementm(T
Takahashi ett al., 2010) duringdthemain shoock. More thhan half of th
he residents in the upperr floors in th
he Kanto areaa felt unstab
ble during
the mainn shock. The difficulty en
ncountered inn movement in the Kantoo area was gr
greater than th
hat in the
Kansai aarea. Furtherm
more, the hig
gher the flooor level was, the higher was
w the moveement difficu
ulty. This
result suuggests that thhe movemen
nt difficulty ttends to increease with seismic intensitty.
Fig.113 illustrates the anxiety (Takahashi eet al., 2010) felt during th
he main shocck. The anxieety felt in
the Kantto area tendeed to be greaater than thaat in the Kannsai area. In both areas, mmost responddents felt
anxious regardless ofo the floor height.
h
The conclusion is that anxieety is not neecessarily afffected byseismic iintensity.

Fig.12 Difficulty faaced by the reesidents in m
movement

Fig.13 An
nxiety felt dur
uring the mainn shocksthat the residentts felt during
g the main sshock. In bo
oth areas,
Fig.14 shows thhe types of shaking
king, regardleess of the flo
oor height. In
n the Kansaii area, the majority ofmany respondents feelt slow shakhaking, becaause the sho
ort-period coomponent oof shaking hadhbeen
responsees were aboout slow sh
attenuateed because ofo the long diistance from the epicenteer. In the Kan
nto area, a reelatively large numberof people felt the shaaking to increease suddenlly.
Fig.15 illustrates the perceiv
ved durationn. The duratiion in the Kaanto area waas longer thaan that in
Kansai. In the Kantoo area, the percentages oof responden
nts who felt shakingsfor mmore than 10 min on
the uppeer and middlee floors weree about 40% and 50%, respectively.

Fig.15 Perceived
P
duuration

Fig.14 Types off shaking thatt residents feelt(Multipple choice annswers)Indoor ddamageNext, quuestions abouut fixing con
ndition of furrniture, household appliances, and sm
mall gadgets on tables
or in cuppboards in roooms after the main shockk were asked
d to all respondents.
The fixing conddition of drrawers, refriigerators, an
nd cupboard
ds are presen
ented in Fig
g.16. The1044

percentaages of respoondents whoo had fixed tthe furnituree in the Kan
nto area weree slightly larger thanthose in the Kansai area. In bothh areas, the ppercentages of respondents who hadd fixed their furnituresufficienntly were verry few. More than half off all respondeents had not fixed the furnrniture at all.
Fig.117 shows thhe situations of drawers, refrigeratorrs, and cupb
boards after tthe main shhock. Thesituationns of tables, beds, and chairs are ccompared inn Fig.18. Allmost none of the furniiture andhousehold appliances moved andd overturned in the Kansaai area and th
he lower flooors of buildin
ngs in the
Kanto arrea. On the other hand, more than 70% of resp
pondents ansswered that furniture mooved andoverturnned to a varyiing extent at the higher flfloors of build
dings in the Kanto
K
area.
Fig.19 indicates the situation
ns of dishes, books, and small gadgets on tables after the maain shock.
Many smmall gadgetss moved andd fell from taables in the Kanto area. In both area
eas, the perceentage ofsmall gaadgets that movedmor fell from tables iin the upper floors was laarger than tha
hat in the low
wer floors.
This resuult indicates that the greaater the shakking intensityy, more the furniturefandd small gadgeets move,overturnn or scatter.

Figg.16 Fixing conditioncof drawers,
refrigeratoors or cupboaards

Fig.1
17 Situationss of drawers, refrigeratorssoro cupboardss after the maain shock

Fig.19 Situaations of dishhes, books or small
gadgets onn the table aftfter the main shock

Fiig.18 Situatio
ons of tables,, beds
oor chairs afteer the main shhock

Fig.220 shows thhe cracks in interior matterials includ
ding wall paaper after thee main shock. Fig.21
shows thhe cracks in concrete colu
umns, walls,, and beams. The cracks in interior mmaterials andd concrete
were verry few in thee upper floorrs of the Kannsai area. In
n contrast, maany interior materials an
nd a large
amount oof concrete crackedcin th
he lower flooors, especially in the Kan
nto area. The relationshipp between
the shakking intensityy and the damagedcaussed to interior materials or concretee showed an
n inverse
correlation. This viisible damag
ge is closelyy related too the maxim
mum story ddrift rather than theamplituddes of the flooor responsess.

1045

Fig.21 Craccks in concreete(Columns,(
walls,w
and beaams)

Figg.20 Cracks in interior materialsmFree commmentsManny useful freee commentss were givenn in open-ended question
ns in additioon to the clo
osed-form
questionns. Some keyywords were set in relatioon to shaking
g and damag
ge by selectinng specific commentscfrom thee total pool of
o commentss. Fig.22 shoows the retrieeved numberr of free com
mments by keywords.
kMany reespondents mademcommeents about sloow shaking in the middlle and upperr floors. In the Kantoarea, thee comments regardingr
daamage to an eelevator and a lifeline orr means of esscape from upperuandmiddle ffloors were more as com
mpared to thhe lower flo
oors. In bothh areas, the comments regardingr
damage to their ow
wn buildingss and anxietty about thee seismic resistance of their buildin
ngs werenumerouus at the lower floors. Th
here were somme commentts saying that several resiidents from thet upperfloors haad moved. Inn both areas, many responndents commmented on the rasping souund of the bu
uilding at
the loweer floors. Thiis suggests th
hat the raspinng sound was related to thet cracks in the interior materials
or the cconcrete (Figgs.20, 21). Moreover,M
seeveral commments about anxiety beinng heighteneed by thesound duuring the maain shock or during aftersshocks were provided. Fortunately, thhe number ofo injuries
was veryy less despitee the intense shaking.

Fig.222 Retrieved nnumber of frree commentts by keyworrds

1046

CONCLUSIONS
The dynamic response characteristics of 14 super high-rise residential buildings in the Kanto andKansai areas were investigated on the basis of the motions recorded during the main shock of theGreat East Japan Earthquake.
The Structural response of buildings located near the bayside area was larger than the otherbuildings at both the base and top floors. Local site amplification of the ground motions must haveinfluenced the structural response of the bayside buildings.
Maximum deformation angles varied around 1/500 rad in the Tokyo area. Building G, located at
the bayside area, experienced the largest deformation angle of 1/170 rad. In the Kansai area, mostbuildings experienced a maximum angle of less than 1/1000 rad. On the other hand, Building M, also
located at the bayside area, experienced the largest deformation angle of 1/500 rad.
The predominant frequencies gradually diminished as the structural response increased from theirinitial level. This was caused by nonlinear behavior, e.g., the cracking and yielding of structuralmembers in moment-resistant frames. Structural shaking continued for over 10 min and the reduced
frequencies never recovered to their initial level. The minimum frequency ratios during the main shock
were reduced by 20% to 40% of the original situation and decreased as the relative displacement
increased.
A questionnaire was also conducted to examine the psychological condition of residents and theactual damage to household items during the main shock. The higher the floor level was, the higher the
movement difficulty experienced during the main shock. This result suggests that difficulty inmovement tends to increase with seismic intensity. On the other hand, many respondents felt anxious
regardless of the floor height. This indicates that anxiety is not necessarily affected by seismic
intensity.
Many small gadgets and furniture moved, overturned, and scattered in the higher floors ofbuildings in the Kanto area. This result indicates that the greater the shaking intensity, more furnitureand small gadgets move, overturn, and scatter.
Many interior materials and a large amount of concrete cracked in the lower floors of the Kanto
area. Moreover, many respondents described a rasping sound produced by the building at the lower
floor. This suggests that the rasping sound was related to the cracking of the interior materials or theconcrete. Moreover, comments about anxiety being heightened by the sound during the main shock or
during aftershocks were provided.
ACKNOWLEDGMENTS
The authors thank the Urban Renaissance Agency, Obayashi Corporation, Kajima Corporation,
Konoike Construction CO., LTD., Toda Corporation, Hazama Corporation, and Maeda Corporation forkindly providing strong motion data for the super high-rise residential buildings during the 2011 Great
East Japan Earthquake. We used the system identification tool developed by Mr. Manabu Kawashima,
Sumitomo Mitsui Construction Co., LTD. The questionnaire survey was conducted under thesupervision of the research subcommittee on long-period structural responses, the Architectural
Institute of Japan. We greatly appreciate the cooperation of the residents of the 15 super high-rise
residential buildings for not only answering many questions but also sending useful free comments on
shaking and damage.
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