Slide 1

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 2

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 3

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 4

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 5

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 6

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 7

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 8

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 9

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 10

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 11

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12


Slide 12

空

間

構

造

性

RCM-2005

能

Structural Performance

Seismic Resistance of
RC-framed Masonry Wall System
Osamu JOH
Professor, Dr of Eng.

Graduate School of
Engineering
Hokkaido University
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

Turkey
1

空

間

構

造

性

能

Objective and Method

Structural Performance

Objective:
(1) To clarify seismic behaviors of RC-framed (=confined)
masonry wall structures in consideration of many effective
factors on the behaviors by experiment and analysis.
(2) To propose easy rehabilitation method for the structures.

Method:
(1) Seismic loading tests of half scaled specimens with many test
variables (opening configuration, types of blocks and joint,
etc.)
(2) Numerical simulation using rigid body spring method.
(3) Experiment for the masonry wall structures strengthened by
reasonable techniques
(wire-mesh, new materials, etc.)2
Seismic Resistance of RC-framed Masonry Wall System
27. Aug / 2005

空

間

構

造

性

能

Pilot test in 2004

Structural Performance

Specimen
CMW1

Outside

Variables
RCJoint
Axial Loading
columns type stress type
reversal
exist
straight low

(sB/6)

MW-1

non

straight

low

reversal

MW-2
MW-3
MW-4

non
non
non

break
straight
straight

low
high
low

reversal

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

reversal
one-way
3

空

間

構

造

性

能

Failure of confined masonry wall

Structural Performance

Forward loading
Backward loading

Maximum resistance in shear
Degradation by crash of column
Q (k N )
400
300
200
100

crash

Shear
failure

0
-1 0 0
-2 0 0

1 st.Sk e rto n
2 n d .Sk e rto n
L oad

-3 0 0
-4 0 0

-2 0

-1 0

0

10

20

30

R (1 0- 3 )ra d

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

4

空

間

構

造

性

能

Calculation of ultimate strength

Structural Performance

A. Ultimate bending strength of RC-framed wall
Q cal 1  a t  s y  l w  0 . 5 a w  s wy  l w  0 . 5 N  l w  / h

'

B. Ultimate shear strength of RC-framed wall
Q cal 2

Strength by wall
reinforcement



 0 . 76

 k u  k p 
 0 . 012  Fm  0 . 18    P h  h s y  Fm  0 . 2 s o  t  j  10 3
 h d  0 .7 




C. Ultimate shear strength of RC-framed & unreinforced wall
Q cal 3


1

 fv
 1 .2


so 
Aw
1  0 . 45
f v 

D. Ultimate shear strength of reinforced wall without RC-frame
Q cal 4  s B / 20  0 . 5  p s  s sy t w  l w

27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

5

空

間

構

造

性

能

Specimen in 2005

Structural Performance

CL

Standard specimen
CL

27. Aug / 2005

Wall:
(unit in mm)
L=1750, H=1050,
t=100, straight joint
120 bricks with holes
Columns:
D=225, t=100
axial bars = 6-D13
hoop = 2-6f@45
compressive concrete
strength = 30MPa

Seismic Resistance of RC-framed Masonry Wall System

6

空

間

構

造

性

能

Loading system

Structural Performance

Axial load

First story in three stories

Lateral load

Loading
point

Shear span
ratio =h/D
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

7

空

間

構

造

性

能

Structural Performance

Variables in 2005 (1) Loading height
2250

Shear span ratio: s
No.1: (=standard)

s = 1.0 = 2250/2200

2200

No.4:
s = 1.7 = 2250/1300
1300
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

8

空

間

構

造

性

能

Variables in 2005 (2)

Structural Performance

Configuration of
opening
No.2: window opening
= 890 x 560 mm2

No.3: door opening
= 450 x 1050 mm2
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

9

空

間

構

造

性

能

Future investigations-1

Structural Performance

Extension of the experiment
Consideration of effective factors on seismic performance
1) Configuration of overall structures
number of story
number of span
2) Three dimensional effect
transverse structure
transverse lateral loading
3) Properties of blocks and joint
configuration, size,strength
piling way of blocks, etc.
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

10

空

間

構

造

性

能

Future investigations-2

Structural Performance

Analytical investigation
1) Development of analytical model
using “rigid body spring method”
in order to apply to three different
elements: RC-members, blocks
and joints.
2) Numerical analysis considering
several variables in order to
extend the range of test results.
effect of combination loads,
configuration of walls,
strength of material, etc.
27. Aug / 2005

rigid body spring method

Seismic Resistance of RC-framed Masonry Wall System

11

空

間

構

造

性

能

Future investigations-3

Structural Performance

Rehabilitation investigation
Development of easy and reasonable strengthening
methods for this structure by seismic loading tests.
Methods are, for example,
covering with wire mesh, jacketing with new material,
partial protecting at wall corners, etc.

Example of strengthening effects for RC wall-frame structure
27. Aug / 2005

Seismic Resistance of RC-framed Masonry Wall System

12