Basic Concept of Base Isolation System for Buildings 0 100 200 300 400 500-300 -200 -100 0 100 200...
Transcript of Basic Concept of Base Isolation System for Buildings 0 100 200 300 400 500-300 -200 -100 0 100 200...
1
Basic Concept of Base Isolation System for Buildings
Dr Taiki SAITOJapan Society of Seismic IsolationChief Research EngineerBuilding Research Institute JapanEmail tsaitokenkengojp
Contents
bull Introductionndash Basic Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
2
Basic Idea of BI system
bull Isolation from ground
By balloon By Magnetic force
Introduction
bull Seismic isolation
Rolling SlidingStopper Friction
3
Introduction
bull Restoring position
Sliding
Introduction
bull Restoring system
By spring By sliding on a curved plate
4
IntroductionGravity Force and Inertia Force
Resisting Force
kmT π2=
gLT π2=
(m mass k stiffness)Effective for heavy building
(L curvature g gravity acceleration)Effective for light building
Introduction
d0
time
Td0
ダンパー
With Damper
bull Damping system
Damper
5
Introduction
bull Requirement of BI devices
1 Isolating the building from the ground
2 Supporting the weight of building
3 Damping of response amplitude
4 Restoring the original position after an earthquake
ダンパー
Introduction
bull Isolators Rubber bearing Large axial deformation
Weight of building
Rocking
Rubber Block
Stiff
Rubber
Earthquake Load
Soft
Steel
Laminated Rubber
Weight of building
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
2
Basic Idea of BI system
bull Isolation from ground
By balloon By Magnetic force
Introduction
bull Seismic isolation
Rolling SlidingStopper Friction
3
Introduction
bull Restoring position
Sliding
Introduction
bull Restoring system
By spring By sliding on a curved plate
4
IntroductionGravity Force and Inertia Force
Resisting Force
kmT π2=
gLT π2=
(m mass k stiffness)Effective for heavy building
(L curvature g gravity acceleration)Effective for light building
Introduction
d0
time
Td0
ダンパー
With Damper
bull Damping system
Damper
5
Introduction
bull Requirement of BI devices
1 Isolating the building from the ground
2 Supporting the weight of building
3 Damping of response amplitude
4 Restoring the original position after an earthquake
ダンパー
Introduction
bull Isolators Rubber bearing Large axial deformation
Weight of building
Rocking
Rubber Block
Stiff
Rubber
Earthquake Load
Soft
Steel
Laminated Rubber
Weight of building
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
3
Introduction
bull Restoring position
Sliding
Introduction
bull Restoring system
By spring By sliding on a curved plate
4
IntroductionGravity Force and Inertia Force
Resisting Force
kmT π2=
gLT π2=
(m mass k stiffness)Effective for heavy building
(L curvature g gravity acceleration)Effective for light building
Introduction
d0
time
Td0
ダンパー
With Damper
bull Damping system
Damper
5
Introduction
bull Requirement of BI devices
1 Isolating the building from the ground
2 Supporting the weight of building
3 Damping of response amplitude
4 Restoring the original position after an earthquake
ダンパー
Introduction
bull Isolators Rubber bearing Large axial deformation
Weight of building
Rocking
Rubber Block
Stiff
Rubber
Earthquake Load
Soft
Steel
Laminated Rubber
Weight of building
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
4
IntroductionGravity Force and Inertia Force
Resisting Force
kmT π2=
gLT π2=
(m mass k stiffness)Effective for heavy building
(L curvature g gravity acceleration)Effective for light building
Introduction
d0
time
Td0
ダンパー
With Damper
bull Damping system
Damper
5
Introduction
bull Requirement of BI devices
1 Isolating the building from the ground
2 Supporting the weight of building
3 Damping of response amplitude
4 Restoring the original position after an earthquake
ダンパー
Introduction
bull Isolators Rubber bearing Large axial deformation
Weight of building
Rocking
Rubber Block
Stiff
Rubber
Earthquake Load
Soft
Steel
Laminated Rubber
Weight of building
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
5
Introduction
bull Requirement of BI devices
1 Isolating the building from the ground
2 Supporting the weight of building
3 Damping of response amplitude
4 Restoring the original position after an earthquake
ダンパー
Introduction
bull Isolators Rubber bearing Large axial deformation
Weight of building
Rocking
Rubber Block
Stiff
Rubber
Earthquake Load
Soft
Steel
Laminated Rubber
Weight of building
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
6
-500-400-300-200-100
0100200300400500
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
High damping rubber
Reinforcing steel plate
Cover rubber
Flange plate
-2
-1
0
1
2
-3 -2 -1 0 1 2 3
Shea
r stre
ss (
Nm
m2 )
-800-600-400-200
0200400600800
-300 -200 -100 0 100 200 300
Displacement (mm)
Forc
e (k
N)
Natural Rubber Bearing(NRB)
High-damping Rubber Bearing (HRB)
Lead Rubber Bearing (LRB)
Introduction
bull Isolators
Sliding bearing or Roller bearing
Linear Rail
Linear Block Rubber Shim
Flange Plate
Sliding bearing
Curved plane sliding bearing
-50-40-30-20-10
01020304050
-150 -100 -50 0 50 100 150
Displacement (mm)
Forc
e (k
N)
-200-150-100
-500
50100150200
-400 -300 -200 -100 0 100 200 300 400
Displacement (mm)
Forc
e (k
N)
-600 -300 0 300 600
-12
-6
0
6
12
変位( mm )
CLB2000F (P =19 6MN)
PP =0 98
Rail roller bearing
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
7
Introduction
bull Dampers
ダンパー
Cast Lead
Steel Flange Plate
Steel Damper Rod
Steel Flange Plate
Stud
F = 1150 (kNsm) V 038
-20 -15 -10 -5 0 5 10 15 20 (cm)
(kN)800
600
400
200
0
-200
-400
-600
-800
Lead damper
Viscous damper
Steel damper
Introduction
bull Response of BI building
STERA 3D
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
8
Introduction
bull Response of BI system
Y
X
Upper structure(rigid mass)
Base Isolation level(spring)
Introduction
bull Response of BI system
Y
X
- m(X+Y)
Q=keX
c X
Vibration model Equilibrium of forces
M Xrdquo + CXrsquo + Ke X = - MYrdquo
Numerical integration
Xrdquo + 2hωXrsquo + ω2 X = - Yrdquo
ω = radic(2πT) = radic(KeM)
T natural periodh damping factor
Yrsquorsquo Xrsquo
X
Xrsquorsquo
Equation of motion
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
9
Introduction
bull Effect of natural period Yrsquorsquo JMA-Kobe NS componenth = 005
T longerDisplacement larger
T longerAcceleration smaller
X
Xrsquorsquo
Introduction
bull Response spectrum
Time history of accelerationResponse spectrum of acceleration for
JMA Kobe-NS wave h=005
Response of SDOF system with natural period of T amp viscous damping of h
X
Y
T longerAcceleration smaller
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
10
Introduction
bull Effect of damping JMA Kobe-NS wave
Acceleration response spectrum Displacement response spectrum
IntroductionReduction of applied lateral forces to super
structure
Increase of displacement response of isolated story
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
11
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators
bull International activity of JSSI
Design procedure of BI building
bull Statistics
1983
1984
1985
1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
1997
1998
1999
2000
2001
2002
0
50
100
150
200
250
300
350
Number of buildings
Private house
Apartment building
1995 The Great Hanshin-Awaji Earthquake Disaster
2000 Revision of Building Standard Law
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
12
Design procedure of BI building
bull Building Standard Law Japan
Heightgt60m
NO
YES
Reviewed by local government official Reviewed by special committee
Response Spectrum Method Time History Analysis
Need for Structural Calculation
YES
NO
Specification code
1 or 2 story wooden house1 story S or RC building
Design procedure of BI building
bull Response Spectrum Method
Engineering Bedrock
Vs gt 400 cmsec
Design earthquake is defined as the response spectrum at the bedrock level
0
500
1000
1500
0 1 2 3 4 5
0
500
1000
1500
0 1 2 3 4 5
cms2
s
cms2
s
Soft soilMedium soil
Hard soil
Soil amplification
Bedrock
5 damping
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
13
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Building is modeled by SDOF nonlinear hysteresis system
Design procedure of BI building
bull Response Spectrum Method
Upper structure(elastic range)
Base Isolation level(inelastic range)
Force
Drift
Force
Drift
Ke
he
Ke equivalent stiffnesshe equivalent damping
Responses are obtained by equivalent linearization
Nonlinear system Equivalent linear system0
500
1000
1500
0 1 2 3 4 5
0
20
40
60
80
100
0 1 2 3 4 5
he
he
h=005
h=005
Te
Te
Acceleration response
Displacement response
cms2
cm
s
s
Response evaluation
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
14
Design procedure of BI building
bull Time History Analysis
-400
-200
0
200
400
0 20 40 60 80 100 120
cms2
s
Artificial earthquake compatible with design spectrum
Three different phase models
-600-400-2000
200400600
0 20 40 60 80 100 120
cms2
s
Historical earthquake scaled to have the max velocity 50cms
El Centro1940NSTaft 1952EWHachinohe1968EW etc
-1000
-500
0
500
1000
0 20 40 60 80 100 120
cms2
s
Site specific artificial earthquake
Wave generation from the nearest Fault etc
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
0
500
1000
1500
0 1 2 3 4 5
cms2
s
Bedrock
5 damping
Earthquake response is obtained by time history analysis (numerical integration method) using design earthquake ground motions
Design procedure of BI building
bull Time History AnalysisBuilding is modeled by MDOF nonlinear hysteresis system
Sway Rocking
RFL
10FL
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
Living Kitchen 10F
9FL
8FL
7FL
6FL
5FL
4FL
3FL
2FL
1FL
Isolator Isolator Isolator
RFL
6800 6000 2700 15500 960 950
Y1 Y2 Y3
307
929
99
355
0 2
860
286
0
GL
600
600
800
Responses are obtained by numerical integration method
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
15
Design procedure of BI building
bull Confirmation of ultimate limit state
Example LRB
Diameter 800mmRubber sheet 51mmNumber of sheets 33Rubber height 168mm
Design criteria 21Nmm2
Design criteria 240times168 = 403mm =
Compression stress (Nmm2)
Shear strain ()
a Allowable deformation of isolation deviceb Compressive and tensile load of isolatorc Isolation gap (horizontal and vertical)
Isolation gap
Design procedure of BI building
bull Ultimate capacity of isolators
Ultimate Shear Test
(from Prof Nishi Tokyo Institute of Technology Japan)
Ultimate Compression Test
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
16
Design procedure of BI building
bull Architectural planningIsolators must support superstructure without losing supporting capacity of vertical loads subjected to fires expected to happen in or in the vicinity of isolation interfacePiping and wiring must have flexible joints and slacks between superstructure and substructure so as to follow the displacement at isolation interface during earthquakes It must be planned that entrances connecting bridges stairs elevators and etc do not pound to other facilities or injure humansInformation panels which show that the building is seismically isolated and deforms largely during earthquakes must be set up on noticeable place in the building
Design procedure of BI building
bull Maintenance
Large relative displacement at isolation interface occurs during strong earthquake Thus obstacles in or in the vicinity of isolation interface spoil efficient seismic performancesSome isolation devices deteriorate by aging Aged deteriorations must be considered by heat accelerated tests and others at design stageRubber bearings creep subjected to long term loads Unexpected creeps and external damages must be found out by regular examinationsBreaks water leakage and others may happen when piping and wiring have insufficient deformation capacities
Designer must draw up maintenance plans and inform owners managers and others so that seismic isolation keep demanded performance during the buildingrsquos lifetime
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
17
Contents
bull Introductionndash Idea of BI system
bull Design procedure of BI buildingndash Response spectrum methodndash Time history analysisndash Ultimate capacity of isolators etc
bull International activity of JSSI
International Activity of JSSI
bull CIBW114As one of the working commissions in CIB (International Council for Research and Innovation in Building and Construction) W114 Earthquake Engineering and Buildings has been established since November 2006
Headquarter JSSICoordinator Taiki SAITO
httpwwwcibw114net
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
18
International Activity of JSSI
bull CIBW114The first CIBW114 meeting International Workshop on Response Control and Seismic Isolation of Buildings was held in Guangzhou China on 27 November 2006
International Activity of JSSI
bull CIBTG44 book Contents
1 Introduction2 Devices for Seismic Isolation
and Response Control3 A Comparative Study of
Seismic Isolation Code Worldwide
4 Observed Response of Seismically Isolated Buildings
5 World Report51 China52 Italy53 Japan54 Korea55 New Zealand56 Taiwan57 The United of America
6 Conclusions
published in November 2006
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
19
China from Dr Zhou Fulin adn Dr Wen Liuhan
Around 600 base isolation buildings have been constructed The one was constructed in 1991
35 base isolation buildings are constructed on the two-story reinforced concrete platform of subway station in Beijing China
Base isolators at the large span structure of the Shanghai F1 circuit
Miniature building models for shaking table test
Italy from Mauro Dolce Massimo Forni and Alessandro Martelli
60
50
40
30
20
10
01981 1986 1991 1996 2001 2006
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
20
Currently there are only two seismically isolated buildings in Korea with a third to be built soon
The Unison Research and Development Center buildingconstructed in 1997 was the first seismically-isolated building
Korea from Dong Guen Lee
The second was Traum Hous III a 12-story apartment building in Seoul
Korea from Dong Guen Lee
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
21
The first seismically isolated structure in New Zealand was the Motu Bridge in the North Island completed in 1974
New Zealand from John X Zhao
The isolation mechanism is provided by stepping action of each of the two feet of the piers Steel dampers are used for energy dissipation
Rocking Seismic Isolation System
Construction of the first seismically-isolated building in the USA was completed in 1985 and by mid-2005 there were approximately 80 seismically-isolated buildings in the USA
USA from Ian Aiken and Andrew Whitaker
The first building in the USA is the Foothill Communities Law amp Justice Center in Rancho Cucamonga California was completed in 1985with 98 high-damping rubber bearings located below the basement level
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention
22
USA from Ian Aiken and Andrew Whitaker
The second building application in the USA was the City and County Building in Salt Lake City Utah completed in 1989 with 208 lead-rubber and 239 natural rubber bearings
This project was the first in the world to use isolation for retrofit completed in 1989
The USC University Hospital in Los Angeles completed in 1991 was the first hospital in the world to use seismic isolation with 68 lead-rubber isolators and 81 natural-rubber isolators
USA from Ian Aiken and Andrew Whitaker
Roof
6th
4th
Lower Foundation
The 1994 Northridge earthquake
23
Macedonia from Garevski A Mihai and James M Kelly
Primary School Pestalozzi in Skopje the first structure in the world base isolated by means of rubber bearings constructed in 1969
Thank you for your attention