Seismic Performance of Base Isolation Buildings during 2003 Off Tokachi Earthquake
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Seismic Performance of Base Isolation Buildings during 2003 Off Tokachi Earthquake
Taiki SAITO
Building Research Institute, JAPAN
( [email protected] ) 1
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Outline
2003 Off Tokachi Earthquake Characteristics of earthquake Damage photos
Earthquake response of base isolation buildings Government building Office building Hospital Bank
Summary
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2003 Off Tokachi Earthquake
Date: 26th September, 2003
Time: 4:50 am
Magnitude: 8.0
Location: 41°46.78'N 144°4.71'E
Depth: 42km
Missing: 2 people
Injured: 847 people
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JMA Intensity Map
(Data: JMA) 4
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Damage by Tsunami after the earthquake
(Photos from Hokkaido Journal) 5
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Damage of roads
(Photos from Hokkaido Journal) 6
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Damage of buildings
(Photos from Hokkaido Journal) 7
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Damage of buildings
(Photos from Hokkaido Journal) 8
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Damage of Oil Tank
(Photos from Hokkaido Journal)
Natural Period for Sloshing= 7 sec
Tomakomai City (220 km from Epicenter)
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Effect of long period earthquake
(Data: Disaster Prevention Research Center)
7 sec
Contour Map for Response Velocity (T=7 sec)
Earthquake Velocity Wave (0.05-0.5Hz)
Tomakomai
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Base isolation buildings in Kushiro city
140°
140°
141°
141°
142°
142°
143°
143°
144°
144°
145°
145°
146°
146°
38° 38°
39° 39°
40° 40°
41° 41°
42° 42°
43° 43°
44° 44°
0 100 200
km
HRO
HKU
HKD
HCN, HCN2
MYKAKT
THU
HRH
KGC
Mainshock09/26 04:50M8.0, h=42kmAftershock
09/26 06:08M7.1, h=21km
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[1] Government office building
SRC structure with steel braces
9-story building with 1-story basement
Reference:
T.Kajima, A.Ito, H. Fujita,
“Earthquake record of 2003 Off Kushiro Earthquake at Kushiro-government office”, Mensin Journal, pp. 36-38, N0.43, 2004.2
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Allocation of base isolation devices
0 5 10m
N
01F, 09F B1F
33 m29
mGL, G10, G34
0 10 20 m
G34
G10
GL
B1F
01F
09F
29 m
64 Natural rubber bearings, 56 lead dampers and 32 steel dampers
Sensor
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Observed records
Acceleration
-300
0
300
Acc
. (c
m/s
/s)
257-09F (peak: 120.6 cm/s/s)
-300
0
300
Acc
. (c
m/s
/s)
257-01F (peak:- 80.6 cm/s/s)
-300
0
300
Acc
. (c
m/s
/s)
257-B1F (peak: 192.4 cm/s/s)
-300
0
300
Acc
. (c
m/s
/s)
257-GL (peak:- 259.8 cm/s/s)
-300
0
300
Acc
. (c
m/s
/s)
257-G10 (peak: 214.4 cm/s/s)
-300
0
300
Acc
. (c
m/s
/s)
0 10 20 30 40 50 60 70 80 90 100 110 120Time (sec)
257-G34 (peak: 134.5 cm/s/s)
Place
Maximum Acc,(cm/s2)
N167°E N257°EUD
Building
09F 93.8 120.6 183.6
01F 70.3 80.6 85.1
B1F 154.1 192.4 76.4
Ground
GL 210.2 259.8 106.3
G10 173.3 214.4 71.9
G34 137.6 134.5 61.5
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Distribution of max. acceleration response
-40
-30
-20
-10
0
10
20
30
40
0 100 200 300
Peak Acc. (cm/s/s)
Hei
ght
(m)
Ground N167E
Ground N257E
Building N167E
Building N257E
09F
01F
B1F
GL
G10
G34
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Orbit of displacement
-15
0
15
-15 0 15Disp (cm)
Dis
p. (
cm)
N
0 5 10m
N
01F, 09F B1F
33 m
29m
GL, G10, G34
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[2] Office building
RC wall structure
3-story building
Reference:
Y.Takenaka, T.Yasuda, Y. Suzuki,
“Earthquake observation of base isolation building in Kushiro city at 2003 Off Kushiro Earthquake”, Mensin Journal, pp. 31-35, N0.43, 2004.2
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Allocation of base isolation devices
1
A
2
B
X
Y
Base Isolator : 600 φ
▽
装置芯 装置芯 ▽ Basement Sensor
1FL Sensor
RFL Sensor
Scratch Board
4 Lead rubber bearings
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Base isolation devices
Lead rubber bearing
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Distribution of max. acceleration response
0 100 200 300
X(EW)Y(NS)
(Gal)Input
1FL
RFL
0 20 40 60 80 100-300
0
300
(sec)
(Gal)
0 20 40 60 80 100-300
0
300
(sec)
(Gal)
X (EW) Y (NS) UD
RFL 228 141 -
1FL 229 129 -
BasementInput 286 274 114
0 20 40 60 80 100-300
0
300
(sec)
(Gal)
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Orbit of displacement
-40 -30 -20 -10 0 10 20 30-20
-10
0
10
20(cm)
(cm)
X(EW)
Y (NS)
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[3] Hospital building
RC structure
3-story building with penthouse
Fist base isolation hospital in Japan
Reference:
S.Sakai, Y.Ito, T.Iida,
“Earthquake respnse of base isolation hospital”, Mensin Journal, pp. 41-43, N0.43, 2004.2
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Allocation of base isolation devices
50 High damping rubber bearings
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Observed records
.UD基礎
-250
0
250
0 50 100 150Time (sec)
Acc
. (c
m/s
2 )
.NS基礎
- 250
0
250
0 50 100 150Time (sec)
Acc
. (c
m/s
2 )
.EW基礎
- 250
0
250
0 50 100 150
Time (sec)
Acc
. (c
m/s
2 ) MAX=212cm/ s2
MAX=142cm/ s2
MAX=100cm/ s2
.NS1階
- 250
0
250
0 50 100 150Time (sec)
Acc
. (c
m/s
2)
.EW1階
- 250
0
250
0 50 100 150Time (sec)
Acc
. (c
m/s
2 ) MAX=155cm/ s2
MAX=123cm/ s2
.UD1階
- 250
0
250
0 50 100 150
Time (sec)
Acc
. (c
m/s
2)
MAX=145cm/ s2
MAX= 212 cm/s2 (EW)
MAX= 142 cm/s2 (NS)
MAX= 100 cm/s2 (UD)
MAX= 155 cm/s2 (EW)
MAX= 123 cm/s2 (NS)
MAX= 145 cm/s2 (UD)
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Distribution of max. acceleration response
0 100 200 300
EWNS
RF
3F
2F
1F
BF
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-15
0
15
20 40 60 80 100 120Time (sec)
Rel
. Dis.
cm)
(
EW
-15
0
15
20 40 60 80 100 120Time (sec)
Rel
. Dis.
cm)
(
NS
-1.0
0.0
1.0
20 40 60 80 100 120Time (sec)
Rel
. Dis.
cm)
(
UD
MAX=13.1cm
MAX=9.8cm
MAX=0.27cm
NS
EW
UD
NS
- 15.0
- 10.0
- 5.0
0.0
5.0
10.0
15.0
- 15.0 - 10.0 - 5.0 0.0 5.0 10.0 15.0
→ (cm)東西方向変位 【東 】
→
cm
南北
方向
変位
【北】
()
N
EW
Orbit of displacement
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[1] Banking facility
SRC structure
7 -story building with 1-story basement and penthouse
Reference:
M.Todo, H.Seki,
“Earthquake record of 2003 Off Kushiro Earthquake at Kushiro-bank headquarter”, Mensin Journal, pp. 39-40, N0.43, 2004.2
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Allocation of base isolation devices
15 Natural rubber bearings, 11 lead dampers, and 6 steel dampers
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Base isolation devicesnatural rubber bearing
lead dampersteel damper
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- 500- 400- 300- 200- 100
0100200300400500
- 6 - 4 - 2 0 2 4 6
Drift (cm)
Load
(ton
f)Experiment
Estimation
Characteristics of base isolation devices
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BF X- dir. (max 172)
- 250
0
250
0 10 20 30 40 50 60sec.
gal
1F X- dir. (max 141)
- 250
0
250
0 10 20 30 40 50 60sec.
gal
Acceleration response (X-direction)
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BF Y- dir. (max 222)
- 250
0
250
0 10 20 30 40 50 60sec.
gal
1F Y- dir. (max 162)
- 250
0
250
0 10 20 30 40 50 60sec.
gal
Acceleration response (Y-direction)
32
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Basement Drift
- 20
0
20
- 20 0 20cm
cm
Y
X
Observed Basement Drift
- 20
0
20
0 10 20 30 40 50 60sec.
cm
X (max 14cm)Y (max 11cm)
Orbit of displacement
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0
50
100
150
200
250
300
350
1-X 1-Y 2-X 2-Y 3-X 3-Y 4-X 4-Y I-X I-Y II-X II-Y
Max
. Acc
. (cm
/s2)
BF1F
Summary of base isolation effect
34
1 2 3 4 (1995 Kobe earthquake)
0.45 0.42
0.80
0.470.73
0.870.82
0.73
0.35
0.22
0.95
0.54
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-15
0
15
-15
0
15
Dis
p (cm
)
Disp. (cm)
N
Basement Drift
- 20
0
20
- 20 0 20cmcm
Y
X
- 15.0
- 10.0
- 5.0
0.0
5.0
10.0
15.0
- 15.0 - 10.0 - 5.0 0.0 5.0 10.0 15.0
→ (cm)東西方向変位 【東 】
→
cm
南北
方向
変位
【北】
()
N-40 -30 -20 -10 0 10 20 30
-20
-10
0
10
20(cm)
(cm)
Summary of displacement
Building 1 Building 2
Building 3 Building 4
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