2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part1)
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Transcript of 2015 10 06_sem_pref_watanabe_chile_presentationoct2015(part1)
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Fumio Watanabe Emeritus Professor of Kyoto University Executive Technical Advisor of Takenaka Corporation
Structural Design and Construction Practice of
Precast Concrete Buildings in Japan
International Seminar on Design and Construction of Precast Structures in Seismic Regions October 2015, Chile
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I would like to express my hearty thanks to Prof. Patricio Bonelli (University Frederico Santa Maria, Valparaiso) and Dr. August Holmberg (President of Chilean Cement and Concrete Institute), who kindly invited us to nice country Chile in the southern hemisphere.
JAPAN CHILE
01
I would express my hearty sympathy to the Chilean
people who suffered the heavy losses during the great
earthquake on September 16.
Seismic Countries
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Part 1 1. Outline of Japanese Seismic Design Method 2. Requirements for Structural Equivalency to Monolithic Construction 3. Design Equations fro Interface Shear 4. Typical Detailing of Precast Connection
Dr. Tsutomu Komuro at Taisei Corporation Prof. Makoto Maruta at Shimane University (Kajima Corporation) Prof. Minehiro Nishiyama at Kyoto University Dr. Masaru Teraoka at Kure National Collage of Technology (Fujita) Dr. Hideki Kimura at Takenaka Corporation Mr. Hisato Okude at Takenaka Corporation Dr. Yuuji Ishikawa at Takenaka Corporation Dr. Hassane Ousalem at Takenaka Corporation
Part 2 5. Design Example of Precast Connection 6. Example of Precast Reinforced Concrete Building 7. Example of Precast Prestressed Concrete Building 8. Example of Precast Prestressed Concrete Stadium 9. Structural Damage in Past Earthquake
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Part 1 - 1. Outline of Japanese Seismic Design Method
Hukui Earthquake (1948, M7.1) Establishment of modern seismic design code (Building Standard Law) (1951)
Tokachi-Oki Earthquake (1968, M7.9)
Intensification of the requirement to lateral reinforcement (1971)
Miyagiken-Oki Earthquake (1978, M7.4)
Drastic revision of Building Standard Law (1981: currently used)
Hyogo-Ken Nanbu (Kobe) Earthquake (1995, M7.2)
Partial revision of 1981 Building Standard Law (1995) Adoption of performance based design process (2000) 03
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2215 /N mm for deformed bar≤
' / 3cf=
'2 / 3cf=specified yield strength≤
Flexural Design
Flexural Design
Part 1 - 1. Outline of Japanese Seismic Design Method
Design for Gravity Load Allowable stress design Allowable stress of concrete Allowable stress of re-bar
A: Conventional Seismic Design Method
(most widely used in Japan and completely revised in 1981) Conditions: Buildings less than 60 meters and without isolation systems, damping
devices and other response control devices
Allowable stress design for minor earthquake Allowable stress of concrete Allowable stress of re-bar
Capacity design for major earthquake Lateral story shear strength should be greater than the code
specified story shear strength which depends on the structural ductility.
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A: Conventional Seismic Design Method Capacity design for major earthquake
Required lateral strength at each story is determined based on the
elastic response for design base shear coefficient of unit and the lateral story shear distribution function.
Required lateral strength at each story can be reduced depending on the structural ductility. This reduction factor ranges from 0.30 (for special ductile moment frames) to 0.55 (for elastic responding structures).
Part 1 - 1. Outline of Japanese Seismic Design Method
un s es udQ D F Q=
=required story shear strength
=elastic story shear response
=coefficient for structural irregularity
=reduction factor based on the structural ductility
udQ
esF
sD
unQ
1.0 esF≤
0.3 0.55sD≤ ≤
0.55sD =
0.30sD =
(Eq. 1)
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Part 1 - 1. Outline of Japanese Seismic Design Method
A: Conventional Seismic Design Method Capacity design for major earthquake
ud i t i oQ W ZR AC=oC =standard base shear coefficient and 1.0 for major earthquake ZiW
=zoning coefficient and ranged from 0.7 to 1.0 =weight of building above i-th story
0 1 2 3 4 5 6
0
0.2
0.4
0.6
0.8
1.0Ground level
αi
Lateral story shear distribution factor Ai
Roof level
T=0
T=0.1 sec.T=0.5 sec.
T=4.0 sec.
0
0.2
0.4
0.6
0.8
1
0 0.5 1 1.5 2 2.5
Rt
Natural period of a building T in sec.
Hard soil
Medium soil
Soft soil
(Eq. 2)
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Part 1 - 1. Outline of Japanese Seismic Design Method
B: Advanced Verification Procedure (Revised in 1981) All types of buildings can be designed by this procedure Dynamic time history analysis against earthquake ground motion is required to assure the design criteria for structural responses such as maximum inter-story drift, story ductility, member ductility and others. As input ground motions, past strong ground motion records and artificial waves are used, where artificial waves should meet the code specified standard design spectrum at the engineering bedrock. Phase, duration time and site condition (surface geology) are also considered. The engineering bedrock is defined as a thick soil stratum that shear wave velocity is not less than 400 meter/sec.
Standard Design Spectrum at Engineering Bed Rock
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Part 1 - 1. Outline of Japanese Seismic Design Method
C: Performance based design method (Newly established in 2000)
Required lateral strength and structural ductility are given at an intersection point (performance point) of the demand spectrum at building base and the capacity spectrum for superstructure.
The keys of design are the proper evaluation of equivalent damping factor of a superstructure and the reliable estimation of input ground motion at building base. Because the standard design spectrum (response spectrum) is given at the engineering bedrock
Spectral Displacement
Spe
ctra
l Acc
eler
atio
n
T=0.
5sec
T=1.0se
c
T=2.0sec
0.2g
0.4g
1/200
h=0.3
h=0.1
h=0.05
Demand spectra for different damping values calculated
Performance point
Determination of Performance Point
S /S =1.5/(1+10h)h 0 . 0 5
Demand Spectra for Different Damping Values Calculated
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Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction
In Japan, precast concrete building structures are being constructed that attempt to emulate seismic performances of cast-in-place monolithic structures. The reason is that Japanese Building Standard Law and Enforcement Order for structural design have been established based on the structural behavior of monolithic reinforced and prestressed concrete structures. Equivalent monolithic structural behaviour is generally demonstrated by tests on precast beam-column sub-assemblages and other structural sub-assemblies. Experimentally observed data is compared with that of simultaneously constructed pair specimen or with past experimental data in view of lateral stiffness, lateral strength, structural ductility and hysteretic behaviour (energy dissipation). 09
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Beam column arrangement
Beam bar welding
Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction
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(1) Lateral strength at yielding should be greater or equal to that of emulated monolithic construction (2) Drift at yielding should be greater than 0.8Ry and not greater than 1.2Ry of emulated monolithic construction (3) These condition should be satisfied up to 2 % drift
Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction
AIJ proposal for structural equivalency
(a) Envelop curve
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(b) Degradation and (c) Energy dissipation
With regard to the degradation of load carrying capacity during seismic load cycling, the maximum load in the second cycle should be greater than 80% of that in the first cycle in the same drift amplitude. Energy dissipation of a precast system in second loading cycle should not be smaller than 80% of that of emulated monolithic construction
Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction
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Monolithic pair specimen
Japanese tests on equivalent monolithic precast beam-column assemblage (Courtesy of Dr. Masaru Teraoka at Fujita Cooperation)
Precast specimen
Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction
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Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Precast Wall Specimen tested by Hassane Ousalem at Takenaka Corporation
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Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Testing Setup and Obtained Load Displacement Curve Hassane Ousalem et al ;Journal of Structural Engineering, Vol.61B, March 2015
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Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Testing Setup and Obtained Load Displacement Curve Hassane Ousalem et al ;Journal of Structural Engineering, Vol.61B, March 2015
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Epoxy injection
Mortar Grout Type Grout injection
無収縮グラウト
1. Weather condition 2. Temperature range 3. Correct materials 4. Usable time after mixing of grout or epoxy materials 5. Correct insert length of re-bar into sleeve 6. Perfect injection of grout or epoxy 7. Fixing re-bar and sleeve until hardening of grout or epoxy
Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Example of Rebar Splice for Seismic Connection
Threaded Screw Type
Grout outlet
Seal material
Non-shrink grout
Re-bar Sleeve
Specifications approved by the Authority
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Part 1 - 2. Requirements for Structural Equivalency to Monolithic Construction Requirements for Rebar Splice for Seismic Connection (Rank A)
Grout injection
Grout
Coupler
Re-bar
2 yε 5 yε4 cycles 4 cycles
20 cycles Elastic
Slip<0.3mm Slip<0.9mm
Re-bar
One Example Final fracture should occur at the base material 17
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Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (1) Friction (shear strength)
( )u n uV Nτ µσ µ= =
Friction Coefficient (ACI310-02)
Normal stress
(3)
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( / )uaV C M j V Vj
µ µ µ= = = >
Design condition
Part 1 - 3. Design Equations fro Interface Shear
(4)
aj
µ >
AIJ proposal : Basic design equations for joint (1) Friction (shear strength)
Friction resistance due to flexural compression
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( )u s y oτ µ ρ σ σ= +
µ
sρ
oσyσ
Reinforcement ratio
Yield strength of reinforcement (less than 800MPa)
'0.3u cfτ <'cf Compressive strength of concrete
Normal stress Friction coefficient (ACI318-02)
To suppress the slip deformation at maximum strength less than 0.5 mm, the shear strength should be taken as a half of calculated one (excepting for ultimate limit state design).
(5)
AIJ proposal : Basic design equations for joint (2) Shear Friction (shear strength)
Part 1 - 3. Design Equations fro Interface Shear
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sσ: Stress ratio of re-bar
2 '1.3dowel b c yQ d f σ=
2 ' 21.3 (1 )dowel b c yQ d f σ α= −
/s yα σ σ=
: Yield strength of re-bar (MPa) : Bar diameter (mm)
: Tension stress of re-bar (MPa)
(6)
: Concrete strength (MPa)
yσ
α
bd'cf
Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (3) Dowel Action (shear strength)
(7)
Qdowel
Qdowel
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'1
1
n
l cl i ii
V f w xβ=
= ∑
1 1( )bearing r lV Smaller of V or V=
'1
1
n
r cr i ii
V f w xβ=
= ∑
Concrete bearing
ixixiw
βHeight of a key Width of a key
Bearing strength factor: 1
(8-1)
Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4-1) Shear Key (shear strength)
(8-2)
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'2
10.5
n
l cl i ii
V f w a=
= ∑
2 2( )shear r lV Smaller of V or V=
'2
10.5
n
r cr i ii
V f w b=
= ∑
Concrete shear
(9-1)
iaixiwib'0.5 clf
Width of a key Bottom length of a key Tens. strength of concrete
Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4-2) Shear Key (shear strength)
(9-2)
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( , )shear bearingSmaller of V V
Shear strength of a set of shear keys is given by
'
1 10.1
n m
u c i i j yi j
V f w x a σ= =
= +∑ ∑
Japanese empirical equation for shear strength of a set of keys with joint reinforcement (Mochizuki et al)
(11)
Part 1 - 3. Design Equations fro Interface Shear AIJ proposal : Basic design equations for joint (4) Shear Key (shear strength)
(10)
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Part 1 - 4. Typical Detailing of Precast Connections
Beam hinging
Joint examples of frame system (Ductile connection 1)
Beam top bars are arranged at site
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Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 1)
Most popular and well established beam column arrangement in Japan Courtesy of Dr. Masaru Teraoka at Fujita Corporation 26
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Beam hinging
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 2)
Beam bottom bars are anchored in a joint with 90 degree hooks 27
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Beam hinging
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 2)
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Beam hinging
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3)
Continuous beam unit with beam-to-column joint
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Beam hinging
One Directional Continuous Beam Unit
Beam unit is put on column
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3)
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Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3)
One Directional Continuous Beam Unit
Courtesy of Dr. Tsutomu Komuro at Taisei Corporation
Beam-to-beam Joint Strong Joint
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Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3)
Courtesy of Prof. Makoto Maruta at Kajima Corporation
Two Directional continuous Beam Unit
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Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Ductile connection 3) Post tensioned precast prestressed beam
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Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection)
Courtesy of Dr. Masaru Teraoka at Fujita Corporation
Casting concrete at site
Re-bar welding
Shear key
34
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection)
Mechanical coupler
Exterior surface of precast beam unit Casting concrete at site
Roughened surface
35
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Beam to Beam; Strong connection)
No protruding re-bar
Only grout injection
Grout injection Grout outlet
Threaded splice
36
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections
37
Joint examples of frame system (Beam to Beam; Strong connection) Construction work
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Composite column section
Composite Beam section
Bottom reinforcement is buried in precast unit
Bottom reinforcement is placed at site
Internal cross tie is buried in precast unit
Internal cross tie is placed at site
Inner surface is roughened
Inner surface is roughened
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of frame system (Connection Interface)
38
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of wall system (Wall-beam Unit + Column Unit + Cast-in-situ Concrete at Connections)
Cast in Place Concrete
39
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Cast-in-place beam-column joint and slab Panel’s hor. &
v e r t . reinforcement
Precast column
C a s t - i n -p l a c e vertical joint
Lap splicing
Precast panel
G r o u t h o r i z o n t a l joint
Story i
Mechanical s p l i c e device
Story i+1
Story i+2
Cast-in-place part
Cast-in-place part
Cast-in-place part
Cast-in-place part
I n t e g r a t e d beam
M o r t a r s l e e v e joint
S h e a r key
Slab & beam reinforcement
Mainly for apartment buildings of middle rise height
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of wall system
Courtesy of Dr. Hassane Ousalem at Takenaka Corporation
Precast Wall Panel +
Precast Colum Unit +
Cast-in-situ Beam Column Joint
+ Cast -in-situ Floor Slab
40
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of Half Precast Slab System
Top reinforcement: Enough buckling strength is required to prevent buckling during construction process.
Truss bar: Slab shear and lateral stability of top reinforcement
41
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Part 1 - 4. Typical Detailing of Precast Connections Joint examples of Precast Prestressed Half Slab System
Precast Pre-tensioned Prestressed Concrete Unit
Top Reinforcement Arranged at Site
Prestressing Strand Void Wire Mesh
Top Reinforcement Arranged at Site
Cast-in-situ Concrete
Rough Surface
42
Rei
nfor
ced
conc
rete
Pre
cast
and
pre
stre
ssed
con
cret
e R
einf
orce
d co
ncre
te P
reca
st a
nd p
rest
ress
ed c
oncr
ete Reinforced concrete Precast and prestressed concrete Reinforced concrete Precast and prestressed concrete Reinforced concrete
Beautiful Historic Bridge in Switzerland Built in 1930
Good materials, careful detailing and affectionate construction
Intermission
43