Test Results of Four-Story Reinforced Concrete andPost-Tensioned Concrete Buildings:
The 2010 E-Defense Shaking Table Test
T. Nagae, K. Tahara, K. Fukuyama & T. Matsumori
National Research Institute for Earth Science and Disaster Prevention, Japan

H. Shiohara & T. Kabeyasawa
The University of Tokyo, Japan

S. KonoTokyo Institute of Technology, Japan

M. Nishiyama
Kyoto University, Japan

J. Moehle
University of California at Berkeley, USA

J. Wallace
University of California at Los Angeles, USA

R. Sause
Lehigh University, USA

W. Ghannoum
The University of Texas at Austin, USA

SUMMARY:
Two full-scale building structures were tested using a large shaking table facility, E-Defense. One was afour-story reinforced concrete building designed according to the present Japanese seismic design code, and theother was a four-story prestressed concrete building utilizing precast post-tensioned concrete members.
Presented here are summaries of the global behaviors of both structures and key local damage and deformation
observations. A comparison between the performances of the two structures is also presented.
Keywords: Reinforced concrete building, Post-tensioned concrete building, Shaking Table Test

1. INTRODUCTION
Two full-scale building structures were tested using a large shaking table facility, E-Defense. One wasa four-story reinforced concrete building (RC specimen) designed according to the present Japaneseseismic design code, and the other was a four-story prestressed concrete building utilizing precast
post-tensioned concrete members (PT specimen). Design and instrumentation of test structures were
performed with input from the authors (Design and Instrumentation of the 2010 E-Defense Four-Story
Reinforced Concrete and Post-Tensioned Concrete Buildings, PEER, 2011). Wherever possible,
adjustments to the designs were made to bring the final structures closer to U.S. practice and benefit abroader audience.
2. TEST SPECIMENSRC specimen and PT specimen having almost the same configurations and overall dimensions wereprepared. The height of each story is 3 m. The moment frame system was adopted in the longer (X)direction of two spans of 7.2 m, and a pair of multi-story walls were incorporated in the exteriorframes in the shorter (Y) direction of one span of 7.2 m. Figure 1 shows the plan and framing
elevation of RC specimen. In this series of tests, RC specimen and PT specimen were set on the
E-Defense shaking table and shaken simultaneously. Figure 2 shows the test setup of RC and PT
specimens. The foundations were fixed on the shaking table by a number of prestressing
post-tensioned bars. Column sections of RC specimen were 500 mm x 500 mm, and column sectionsof PT specimen were 450 mm x 450 mm. In the moment frame of X direction, the beam depth in RC
specimen was 600 mm, and the beam depth in PT specimen was 500 mm. The wall section of both
specimens was 250 mm x 2500 mm. Walls were coupled to the corner columns by beams with a depthof 300 mm. The thickness of the top slab was 130 mm and the foundation beam had a depth of 1200
mm. Strong steel frames were set in the specimens for collapse prevention and measurement of story
deformations. Also, equipment was incorporated for additional research to assess the functionalities ofbuilding. The weights of the specimens were estimated based on the structural members, the fixedsteel frames, and the equipment. The total weight of RC specimen was estimated at 5877 kN. The
weights of the floors of RC specimen, from the second floor to the roof floor were 867 kN (2nd Fl.),872 kN (3rd Fl.), 867 kN (4th Fl.), and 934 kN (Roof Fl.). The total weight of PT specimen was
estimated at 5592 kN. The weights of the floors of PT specimen were 804 kN (2nd Fl.), 806 kN (3rdFl.), 813 kN (4th Fl.), and 996 kN (Roof Fl.).

C1

G2

Wall

C1

G2

3,000

S1
G1

G1

7,200

B1

12,000
3,000
3,000

C2

1,200 3,000

14,400

G1

7,200

G1

G3 S1
S1

Y
X

S1
C2

800

A

S1

S1
S1

G2

G2

Wall

C1

900 500 3,600
3,600
1,400
7,200
1

1a

4C2

4C1
4G1

4th Fl.

3C2
3G1
2C2
2G1

Wall
Wall
2G2W 2G2

2C1

2G2

Wall
Wall

1C1

2C1
2G1

1C2

1C1

Wall
Wall
3G2W 3G2

3C1

3G2

3C1
3G1

2C1

2nd Fl.

Wall
Wall
4G2W 4G2

4C1

4G2

4C1
4G1

3C1

3rd Fl.

RG3

RG2 RG2W RG2

RG1

1C1

4C1
4G3
3C1
3G3
2C1
2G3
1C1

1st Fl.

C1

7,200

800 600
1,400

7,200

3,600

800

14,400

800

A

B

C

1-frame and 2-frame

2

3,600

3,600

1,400

7,200

1,400

1

1a

2

A-frame and C-frame(a) Plan of 2nd to 4th floor

7,200

800

1

1a

2

B-frame(Unit: mm)(b) Framing elevation

Figure 1.

3,600

500

Configuration of test specimen (RC specimen)
South

B

B1

RG1

Roof Fl.

S1

C

East
East

West

C

800

Figure 3 shows the reinforcement detail of RC specimen. RC specimen was designed in reference to
the Japanese Building Standard for RC building. The concrete specified design strength was 27 N/mm2.
The longitudinal reinforcement was SD345 (nominal yield strength 345 N/mm2) and the shear
reinforcement was SD295 (nominal yield strength 295 N/mm2). The amount of longitudinal
reinforcement of beams resulted from allowable stress design. Longitudinal reinforcement of theB

RC specimen

PT specimenAY
RC specimen

PT specimen(a) 3/4 view of two specimens

Figure 2.

1

1a

2

X

3a PT bar 4PT bar
North 3Outline of shaking table(b) Foundations fixed on shaking table

Test setup of RC and PT specimens

2-D22
3-D22

3-D19

3-D19

2-D13@200
5-D25
4-D25 FG3 2-D25

1,200

FG2

2-D22
3-D22

1C1

2-D19

2-D13@200

2-D10@200
4-D19 2G3 3-D19

3-D22

D10@150

3-D19

3-D22

3-D22
2-D22

3-D19
2C1

3-D22
2-D22

3-D22

4-D13@200
4-D25 4-D25
2-D25 4-D25

1Fl.

3-

32-

2-D

2
2
2
2
2

2-D

3-

323-D22
2-D22

3,000
FG1

3-D19
1WC25
1C1 2,3-D10@100

2G2

2-D13
2-D13
2-D13
2-D13
2-D13

4-D22
2-D22

4-D22

4-D22
2-D22

4-D13@180
8-D25
FG1 8-D25
4-D25

1,200

3,4-D10@100
1Fl.

1C2

2-S10@100
2-S10@100
3-D19 4-D19

2-D19

3-D22

2Fl.

2,2-D10@100

2-D22
3-D22

3-D22

1C1

2G1

2-D10@200
4-D19 3G3 3-D19

3G2

3-D19
2C1 2WC25

3-D22
2-D22

3-D22
3-D22

1,700

3-D22

3-D22

3,000

3-D22

2G1

2-S10@100
2-S10@100 2-D10@200
3-D19 4-D19

3Fl.

2-D22
3-D22

2C2

3G1

3-D22

3-D22

4-D22

3
3-D22

12,00012,000

3-D22
2-D22

4-D22

3-D22

3-D22
2-D22
3-D22

3-D22
3-D22

2,3-D10@100

3-D22

D10@200

2,3-D10@100
2Fl.

3,000

3G1

4-D22
2-D22

3-D22
2-D22
2C1 3-D22

3,000

12,0002,2-D10@100
3Fl.
2,2-D10@140

4-D25

4-D25
8-D25
7,200

2-D25 2-D25
4-D25 4-D25
4-D25
3,600

5,000
14,400

A

3,600

C

1

7,200

2

1a

(a) X-direction frame

2-D25
5-D25

3,600

7,200

B

Figure 3.

4-D25

2

1

(b) Y-direction frame(Unit: mm)

Reinforcement detail of RC specimen

columns was increased so that the column-beam strength ratios became larger than 1.0. The diametersof the longitudinal reinforcement of beams and columns were D22 [22 mm] and D19, while those of
the walls were D19 and D13. The diameter of shear reinforcement was D10. When constructing RC
specimen, columns, walls, beams, and the floor slab were cast together. The longitudinal
reinforcements of columns, beams, and the end zones of walls were connected by gas pressure
welding. Lap splices were used for the reinforcements of walls and floor slabs.

Tendon2C-3-15.2mm
2PG1

2Fl.

2PG3

30

1PC1

1,500
Bondless

FG2

2-D22

4-D25
FG3

2-D13
2-D13
4-D25

7,200
14,400

A

3,600
C

B

3

D13@150 double
D13@100 double

3-D19

Mortar30

Rebar 4-D19
Hoop D10@100(c) Interior column

Figure 4.

2,500

25
Mortar30

Grouted PT wire
(4-3-15.2 mm)

D13@150 double
D13@75 double

Grouted PT bar (8-21 mm)
Mortar

1st Fl.

25

300

2-D19
2-D10@100
3rd Fl.
KSS785
2-D19
Hoop D13@100

450
Threaded coupler

4

3

530

180

2,500
1,080

180

530

Unbonded PT wire
(2-1-17.8 mm)
Unbonded PT wire
(2-10-15.2 mm)
Partially unbonded steel bar(8-D22)

Hoop D13@75 double
KSS785Grouted coupler

1st Fl.

Mortar30

2-D19

400 100 400 30

Mortar

2- D10@90

3-D25
4-D25

(b) Y-direction frame

Threaded coupler

3rd Fl.

7,200

4

3a

(a) X-direction frame

Top concrete

3,600
7,200

100

7,200

4-D25
3-D25

850

FG1

Mortar1Fl.

850

Tendon2C-9-12.7mm
FG1
6-D25

1PC1

1,200

1,020 180

850

Tendon2C-1-17.8mm

2PG2

2Fl.

3,000

3,000
1,200
100 1,100
500600 30

1PC1

1Fl.

Tendon1-10-15.2mm
2PC1
PCBar2-21mm
PCBar3C-21mm

PW25
PCBar2-21mm
PCBar3C-21mm

2PC1

3PG3

PW25

Mortar
1PC1
CouplerMortar

12,0002PG1

Tendon2C-1-17.8mm

3PG2

3Fl.

3,000

2PC1

PCBar3C-21mm

6,370

6,370

3PG1

30

3,000

2PC1

3PG1

280
120
100

100

3Fl.

400

12,00030

Figure 4 shows the reinforcement detail of PT specimen. Precast concrete columns, beams, and walls
individually reinforced by longitudinal steel and shear reinforcements were assembled and connectedby post-tensioned steel to generate the structure. Slabs were cast in place. The design strength of the
precast concrete members was 60 N/mm2. The design strength of the mortar for the grout bed at theends of members was also 60 N/mm2. The milk cement used to grout PT ducts had a design strength of(d) WallReinforcement detail of PT specimen(Unit: mm)

30 N/mm2. The nominal strength of the PT bars was 1080 N/mm2, while the nominal strength of thePT wires was about 1600 N/mm2. The moment framing system adopted in X direction was designed inreference to the Japanese Building Standard for PT building. Columns were reinforced by longitudinal
post-tensioned (PT) bars, and beams were reinforced by longitudinal PT wires. The ducts of columns
and beams were grouted with milk cement after post-tensioning. A precast concrete slab was firstattached to the beams and a concrete topping slab 100 mm thick was cast over it. The topping slab wasconnected to the beams through beam stirrups. The prestress level of the PT bars of the columns andPT wires of the beams in X direction was 80 % of the nominal yield strength. In Y direction,
multi-story precast post-tensioned walls were incorporated in the exterior frames. Unbonded PT wires
were used for the walls and beams of Y direction. The individual wall panels of each story were
reinforced by longitudinal deformed steel bars and transverse deformed steel bars. Confining
reinforcement was installed in the end regions of the walls. The unbonded PT wires extended from thebase of the foundation to above the four wall panels, resulting in an unbonded length of about 12 m.
At the interface between the wall base and foundation, partially unbonded deformed steel bars (8-D22)
were used as energy dissipating elements. The prestress level of the unbonded PT wire of the walls
and side coupling beams of Y direction was 60 % of nominal yield strength.
3. LOADING PROGRAM
JMA-Kobe and JR-Takatori recorded in the 1995 Hyogoken-Nanbu earthquake were adopted as the
input ground motions. The NS-direction wave, EW-direction wave, and UD-direction wave were input
to the Y direction, X direction and vertical direction of the specimen respectively. Time histories andacceleration response spectra for the input motions are presented in Figure 5. The intensity of input
motions was gradually increased to observe the damage progress. The adopted factors for JMA-Kobe
were 10 %, 25 %, 50 %, and 100 %. Following the JMA-Kobe motions, the JR-Takatori motion scaled
to 40 % and 60 % was applied to impart large cyclic deformations. White-noise inputs were appliedprior to each main test. The initial natural period of RC specimen was 0.43 sec in X direction and 0.31
sec in Y direction. The initial natural period of PT specimen was 0.45 sec in X direction and 0.29 sec
in Y direction.
35
JMA Kobe EW

30

Actual15

JR-Takatori-NS 60 % (Y direction)

10

20

30

Time [s]

40

2.0

0
0
0.0
0.
20

2.5

JR Takatori EW

Test
A motionT
Targetof 60%

60%5(a) Time histories

50%

5
1.0
1.5
Period [s]JR-Takatori EW (X
direction)(X-direction)

40%

0.5

100%

10

25%
10%

0.5

10

0
00
0.0
0.0.

15

50%

5

15

20

1.0
1.5
Period [s]

2.0

2.5

25%
10%

0.5

1.0
1.5
Period [s]

2.0

2.5

JR Takatori NS

15

JR-Takatori NS (Y-direction)(Y direction)

10

60%

2
PSA [m/s ]JR-Takatori-EW 60 % (X direction)

A motion
Test
TargetT
Targetof 100%

100%

10

0
0
0.0
0.
20

JMA-Kobe NS(Y-direction)(Y direction)

25
2
PSA [m/s ]25
20

JMA-Kobe-NS 100 % (Y direction)

JMA Kobe NS

30

JMA-Kobe EW(X direction)(X-direction)

2
PSA [m/s ]JMA-Kobe-EW 100 % (X direction)

2
PSA [m/s ]2

Acceleration [m/s ]

35

10
5
0
-5
-10
10
5
0
-5
-10
5
0
-5
5
0
-5

5
0
0
0.0
0.

40%

0.5

1.0
1.5
Period [s]

2.0

2.5

(b) Acceleration response spectra (Damping ratio= 5 %)Figure 5. Input ground motion

4. RESPONSE AND DAMAGE OF RC SPECIMEN
Figure 6 shows the distribution of maximum inter-story drifts over the height of RC specimen. Those
were estimated at the center of floor. For the JMA-Kobe-25% test, the maximum inter-story drifts
were smaller than 0.004 rad in X and Y directions. For the JMA-Kobe-50% test, the maximum
inter-story drift in the first story was 0.015 rad in X direction and 0.010 rad in Y direction. For the
JMA-Kobe-100% test, the maximum inter-story drift in the first story exceeded 0.03 rad in both X andY directions. In X direction, the maximum inter-story drifts in the first and second stories were about
twice that of the third story. In Y direction, the distribution was relatively uniform, although the44X-direction

3

Y-direction
KJMA-Kobe 25%
K
Kobe 25%KJMA-Kobe 50%
K
Kobe 50%K
KJMA-Kobe 100%
T
Kobe 100%T
TJR-Takatori 40%
Takatori 40%
TJR-Takatori 60%
Takatori 60%

Story

Story

3

2

2

1

1

0

0.01

0.02 0.03 0.04 0.05
Story drift angle [rad]

0

0.06

0.01

(a) X direction

Figure 6.

0.02 0.03 0.04 0.05
Story drift angle [rad]0.06(b) Y direction

Maximum inter-story drift distribution of RC specimen

Roof Fl.

4th Fl.

3rd Fl.

2nd Fl.
2

A

CB

1st Fl.
A

X direction

B

2

C

Y direction

1

1

2

1

2

1

2

(a) JMA-Kobe-50% test
Roof Fl.

4th Fl.

3rd Fl.

2nd Fl.
2

A

CB

1st Fl.
A

X direction

B

C

2

1
Y direction 1(b) JMA-Kobe-100% test

2

Figure 7. Overall damage states of RC specimen observed after JMA-Kobe-50% and JMA-Kobe-100% tests

maximum inter-story drift tended to grow in the first story. For the JR-Takatori-60% test, themaximum inter-story drift in the first story exceeded 0.04 rad in X and Y directions.
Figure 7 shows overall damage states of RC specimen observed after the tests. The beam-column
joints, beam ends, column and wall bases showed minor cracking after the JMA-Kobe-50% test.
Although the maximum measured shear crack width was 0.5 mm after the JMA-Kobe-50% test, themaximum shear crack width in interior beam-column joints reached 2.5 mm after the
JMA-Kobe-100% test. The maximum shear crack widths at beam ends and exterior beam-column
joints were limited to 1.1 mm after the JMA-Kobe-100% test. The cover concrete of first story columnbases partially spalled to a height of 250 mm in the JMA-Kobe-100% test. The corner of first story
wall bases suffered compressive failure to a height of 300 mm and width of 600 mm in the
JMA-Kobe-100% test. The longitudinal reinforcement buckled in that region. Wall sliding at the base
was observed in the JMA-Kobe-100% and subsequent tests.
Shear deformation of the beam-column joints was measured in X direction. In the JMA-Kobe-100%
test, the interior joint suffered severe damage at 2nd Fl. Figure 8 (a) shows the time history of theshear deformation angle of the 2nd Fl. joint, comparing to the average inter-story drift angle of theupper and lower stories. Peaks of the inter-story drift were noted as a to e in the histories. The joint
shear deformation significantly increased at Peak-c and Peak-d due to the cyclic large inter-story driftsof about 0.03 rad. As shown in Figure 8 (b), the significant shear cracks were observed at Peak-d.
Figure 8 (c) shows the shear deformation ratio corresponding to Peak-a to Peak-e. The shear
deformation ratio was defined as the joint shear deformation angle divided by the average inter-story

0.04

c

2Fl.

e

0.03

1.0
0.8

0.01 aRatio

Angle [rad]

0.02
0
0.00
0.
-0.01

b

-0.03

d

-0.04
14

15

16

17 18
Time [s]

19

20

0.4
0.2

Joint shear deformation
Panel zone
Average story drift ofStory drift angle
1st and 2nd stories

-0.02

0.6

0
0.0
0.

a

b

c

d

e

Peak

21

Peak-d(a) Time history of joint shear
deformation angle at 2nd Fl.

(c) Joint shear deformation ratio at 2nd Fl.

(b) Joint shear cracks at 2nd Fl.

Figure 8. Local damage and deformation of RC interior beam-column joint in JMA-Kobe-100% testcWall base rotation
Story drift

Angle [rad]

0.03
0.02

e

g

a

0.01
0

-0.02
14

b
15

17 18
Time [s]19Wall base slip
Story drift
i
g

a

0
0.
h

d
00
-50.

j

f
16

50.
00

h

d

-0.01

c

100.
00

e

i

Drift [mm]

0.04

20

21

(a) Time history of wall base rotation

14

b
15

j

f
16

17 18
Time [s]

19

20

21

A-side+Y direction

B-side(b) Time history of wall base slip (c) Condition of 1st story wall at Peak-c(d) Conditions of wall base corners at end of JMA-Kobe-100% test

Slip

0.4

0.0

B-side

Slip

0.6

0.2

A-sideRotation

Ratio

0.8

Rotation

1.0

(e)

aa

cb

Peak

ec

gd

Wall base deformation ratio

Figure 9. Local damage and deformation of RC wall base at C-axis for JMA-Kobe-100% test

drift angle. The deformation ratio was about 0.3 at Peak-a and increased to 0.6 at Peak-d.
Rotation and lateral slip deformations of the wall bases were measured in Y direction. Figures 9 (a)and (b) show the time histories of the wall base rotation and slip in the JMA-Kobe-100% test,comparing to the first story drift. Peaks of the inter-story drift were noted as a to g in the Figures.
Figure 9 (c) shows the condition of the first story wall sustaining the large inter-story drift of 0.034 rad
at Peak-c. A local compressive failure is seen at the base corner of A-side, and notable tension cracks
due to the large inter-story drift are seen in the lower part of B-side. Figure 9 (d) shows the conditionsof wall base corners at the end of JMA-Kobe-100% test. According to video observations, in the cycle
when the inter-story drift approached Peak-d, the severe local buckling of bars occurred at the base of
B-side due to the previous significant tension of bars at Peak-c. Figure 9 (e) shows the deformation
ratios at the peak inter-story drift. The deformation ratios were defined as the ratio of wall baserotation and slip to the inter-story drift. At Peak-c, the inter-story drift was mostly derived from therotation, with the deformation ratio of 0.7. Since the slip deformation becomes constant after the
maximum deformation at Peak-c, the deformation ratio of the slip increased to 0.4 at Peak-g.
5. RESPONSE AND DAMAGE OF PT SPECIMEN
Figure 10 shows the distribution of maximum inter-story drifts over the height of PT specimen. Those
were estimated at the center of floor. For the JMA-Kobe-25% test, the maximum inter-story drifts
were smaller than 0.003 rad in X and Y directions. For the JMA-Kobe-50% test, the distributions wererelatively uniform in X and Y directions, and the maximum inter-story drift in the second story was
0.004 rad in X direction and 0.006 rad in Y direction. For the JMA-Kobe-100% test, the maximum
inter-story drift in the first story reached 0.039 rad in X direction, while the maximum inter-story drift

44X-direction

3

Y-direction
KJMA-Kobe 25%
K

KJMA-Kobe 50%
Kobe 25%
K
K
Kobe 50%
JMA-Kobe 100%
K
T
Kobe 100%T
TJR-Takatori 40%
Takatori 40%
TJR-Takatori 60%
Takatori 60%

Story

Story

3

2

2

1

1

0

0.01

0.02 0.03 0.04 0.05
Story drift angle [rad]

0

0.06

0.01

(a) X direction

0.02 0.03 0.04 0.05
Story drift angle [rad]0.06(b) Y direction

Figure 10. Maximum inter-story drift distribution of PT specimen
Roof Fl.

4th Fl.

3rd Fl.

2nd Fl.
4

A

CB

1st Fl.
A

X direction

B

4

C

Y direction

3

3

4

3

4

3

4

(a) JMA-Kobe-50% test
Roof Fl.

4th Fl.

3rd Fl.

2nd Fl.
4

A

CB

1st Fl.
A

X direction

B

C

4

3
Y direction 3(b) JMA-Kobe-100% test

4

Figure 11. Overall damage states of PT specimen observed after JMA-Kobe-50% and JMA-Kobe-100% tests

in the first story only reached 0.015 rad in Y direction. In X direction, the maximum inter-story drifts
in the first and second stories were about twice that of the third story, while in Y direction the
distribution remained relatively uniform. For the JR-Takatori-60% test, the maximum inter-story drift
in the first story was 0.058 rad in X and 0.015 rad in Y direction.
Figure 11 shows overall damage states of PT specimen observed after the tests. After the
JMA-Kobe-50% test, no obvious damage was observed. After the JMA-Kobe-100% test, compressive
failure of concrete due to large story drift of X direction was observed in beam ends and column bases.
In X direction, minor shear cracks were also observed in the interior and exterior beam-column joints.
The cover concrete of the first story wall base partially spalled to a height of 250 mm in the
JMA-Kobe-100% test at C-axis. Note that wall panels and grout bases made of steel fiber reinforced
concrete and steel fiber reinforced mortar were used in the first and second stories of A-axis but not of
C-axis. For the JMA-Kobe-100% test, an obvious torsional motion was observed in Y direction,
indicating the different degrading behaviors of the two walls. As a result, the wall at C-axis sustainedlarger deformations than that at A-axis.
Figure 12 (a) shows the local damage to the PT moment frame at the end of JMA-Kobe-100% test.
Just above the foundation, the interior column exhibits compressive failure with the cover concrete
spalling up to a height equal to the sectional depth of the column. At the 2nd Fl. beam-column joint,
the bottom corners of the beams exhibit compressive failure due to negative bending (top in tension).
Rotation of the beam ends were measured in X direction. Figure 12 (b) shows the maximum beam end
rotation angles and the maximum inter-story drift angles. In the JMA-Kobe-100% test, the maximum

Beam end rotationeExteriorfl.
Roof Fl.

4th story
3rd storyfl.
4th Fl.
fl.
3rd Fl.

2nd storyfl.
2nd Fl.

1st story

0

2

4
6 0
2
4
-2
Angle[x[x10
rad]
Angle
10-2 rad]Local damage and deformation in PT moment frame for JMA-Kobe-100% testS
Wallbase rotation

Inter-story drift

Fl. story
0.02 11st

4

Story

Angle [rad]

0.01
0
0.00

-0.01
-0.02
14

(a) Condition of 1st story wall base cornerat end of JMA-Kobe-100% test

Figure 13.

6(b) Maximum beam end rotation and inter-story
drift in JMA-Kobe-100% test(a) Interior column base at 1st Fl. and interior beam-column joint
at 2nd Fl. at end of JMA-Kobe-100% test

Figure 12.

S
Inter-story
driftInterior

Rotation

16

RotateRotation
Slip
Slip

2
1

Story drift

18
Time [s]

3

20

22

(b) Time history of wall base rotationin JMA-Kobe-100% test

0 0.2 0.4 0.6 0.8 01(c) Wall base deformation ratio of
maximum rotation and slip

Local damage and deformation of PT wall base at C-axis for JMA-Kobe-100% test

inter-story drifts exceeded 0.03 rad in the first and second stories. In the Figures, the beam end rotation
angle at the 2nd Fl. is close to the first story drift angle, and the beam end rotation angle at the 3rd Fl.
is half the second story drift angle. These measurements indicate that the top part of the columns in thesecond story yielded resulting in a partial mechanism of the first and second stories.
Figure 13 (a) shows the condition of the first story wall base corner at the end of JMA-Kobe-100% test.
The core concrete in that region is adequately confined by lateral reinforcement. That region separated
from the foundation in tension due to the overturning moment. Rotation and slip deformations of thewall bases were measured in Y direction. The time history of wall base rotation is shown in Figures 13(b) and compared with the first story drift at C-axis. The wall base rotation and the first story drift arealmost equal in the JMA-Kobe-100% test. Figure 13 (c) shows the deformation ratios, which aredefined as the ratios of the maximum wall base rotation and slip to the maximum inter-story drift, forthe first to fourth story. The deformation ratios of rotation are much smaller in upper stories than thatin the first story, indicating that the majority of wall deformations is due to the rotation at the firststory wall base. The deformation ratio of slip is close to zero in the first to fourth story.
6. COMPARISON BETWEEN RC AND PT SPECIMENS
RC and PT specimens sustained significant deformations in the JMA-Kobe-100% test. Figure 14
shows the relationship between base shear force and global drift angle for the JMA-Kobe-100% test,with the time history of base shear force. The base shear force was estimated from the horizontal
inertia force. The horizontal inertia force was obtained as the measured acceleration times the floor
mass. Global drift angle was defined as the fourth floor drift divided by its elevation. The base shear
force and global drift angle were estimated at the center of floor. In the relationships between baseshear force and global drift angle of the both specimens, the slope of the loading branch significantly
decreased after the global drift angle exceeded 0.01 rad. The maximum base shear forces are close in
the Y direction of RC specimen and the X and Y directions of PT specimen. The unloading branchesof PT specimen show a trend of drift recovery. The time histories of base shear force show theelongation of the first mode period due to degrading of the slope. The natural period of RC specimen
estimated by the White-nose input after the JMA-Kobe-100% test was 0.99 sec in X direction and 0.88
sec in Y direction, and that of PT specimen was 0.69 sec in X direction and 0.52 sec in Y direction.

D
B

-2000

Base shear force [kN]

-3000
-0.04

-0.02
0
0.02
Global drift angle [rad]CA
3000
Y-direction
Y
direction
2000

0

D
B

-3000
-0.04

-0.02
0
0.02
Global drift angle [rad]

-1000
-2000

D

B
15

16

17 18
Time [s]

19

20

21

2000
1000
0
-1000
-2000

D

B

-3000
0.04
14

15

16

(a) RC specimen

17 18Time [s]

19

20

21

2000

B

XX-direction
direction

1000
0
-1000
-2000

A

C
0
-0.02
0.00
0.02
Global drift angle [rad]A C
3000
YY-direction
direction
F
2000

0

-2000
DB
0
-0.02
0.00
0.02
Global drift angle [rad]

1000
0
-1000
-2000

3000

-1000

0.04

D

2000

A

-3000
14

0.04

1000

-3000
-0.04

B

3000

D

-3000
-0.04

C

A

3000

-1000
-2000

A

0

-3000
0.04
14

1000

E

Base shear force [kN]

-1000

1000

Base shear force [kN]

0

3000

C

2000

Base shear force [kN]

A

1000

C
E

Base shear force [kN]3000

X-direction
X
direction

Base shear force [kN]

2000

Base shear force [kN]

Base shear force [kN]

3000

15
A

C

16

17 18
Time [s]

19

20

21

C
F

2000
1000
0
-1000
-2000
-3000
14

B
15

D
16

17 18
Time [s]

19

E
20

21

(b) PT specimen

X direction
Overturning moment
Global drift

Y direction
Overturning moment

20

X direction

10

20 Y direction
10

Estimation

0

0

-10

-10

-20
-0.04

Estimation

-20
-0.02

0

0.02

Global drift angle [rad]

0.04
-0.04

-0.02

0

0.02

Global drift angle [rad](a) RC specimen

0.04

Over turining moment [x10 kN m]

Global drift

Over turining moment [x10 kN m]

Figure. 14 Base shear force-global drift relationship and base shear force time history in JMA-Kobe-100% test

20

Estimation

X direction

10
0
-10
-20
-0.04

-0.02

0

0.02

0.04

Global drift angle [rad](b) PT specimen

Figure. 15 Estimation of strength capacity based on Japanese Building Standard

For the X and Y directions of RC specimen and the X direction of PT specimen, seismic designs wereapplied according to the present Japanese seismic design code. Their capacity strengths were checkedby using pushover analysis in reference to provisions of the document published by the Ministry ofLand, infrastructure, Transport, and Tourism (2007, 2009). The flexural strengths of the beam, column
and wall were evaluated reflecting the compressive strength of concrete and the yield strength of steel
reinforcement given by the material test. Reinforcement of the top slab was reflected in the flexuralstrength of a beam section in negative bending (top in tension). Since the overturning moment at thebase of the first story is mostly produced by the first mode response of a structure and is relatively
insensitive in pushover analysis to the distribution of the lateral loads, experimental and pushoverstrength capacities can best be compared through the overturning moment. Figure 15 shows therelationship between overturning moment and global drift angle given from the JMA-Kobe-25% to
JR-Takatori-60% tests, and the strength capacity estimated by the pushover analyses at the maximum
inter-story drift angle of 0.02 rad is compared to it. In X direction, the strength ratio of the maximum
test strength to the estimation is 1.3 for RC specimen and 1.1 for PT specimen, although the maximum
test strength of PT specimen is 1.4 times that of RC specimen. In Y direction, the strength ratio for RC
specimen is 1.5. This indicates that the presence of multi-story wall increases the actual difference.
Figure 16 shows the first mode responses of RC and PT specimens comparing to outputs of SDOF
dynamic response analyses. The adopted SDOF system has a fitted skeleton curve and a tuned
hysteretic rule defined by Takeda model. In the analysis, the test motions recorded in each directions
were sequentially input from JMA-Kobe 25 % to JMA-Kobe 100 % with a long interval, and theinitial damping ratio of 5 % was changed in proportion to the instantaneous stiffness. For both RC andPT specimens, the analyses well reproduced the large displacement responses in each directions. The
factor to define unloading slope  became -0.9 for PT specimen corresponding to the recovery shape,
while that for RC specimen was -0.4. Those comparisons are simple, but the reasonable correlation
essentially indicates that the dynamic response analysis given a proper model provides a reasonable
performance assessment for the RC and PT building structures.

3000

X direction

Shear force [kN]

Shear force [kN]

2000
1000
0

Test
S
SDOF

X direction

200

Test
S
SDOF

-3000
-300 -200 -100 0 100 200 300
Disp. [mm]Disp. [mm]Disp. [mm]

0

-2000

-2000
-300 -200 -100 0 100 200 300
Disp. [mm]

0

-200

Y direction

200
0

-200

14

(a) Test result

Y direction

1000

-1000

-1000

1st mode response at center of floor

2000

16

18
20
Time [s]

22

24

14

16

18
20
Time [s]2224(c) Comparison of RC specimen (= -0.4) during JMA-Kobe-100% test
3000

X direction
Shear force [kN]

2000
1000
0
Test
S
SDOF

-2000

Disp. [mm]X direction

200
0

-200
14

0
Test
S
SDOF

-2000

-3000
-300 -200 -100 0 100 200 300
Disp. [mm](b) Dynamic response analysis

Y direction

1000

-1000

-1000

SDOF system based on Takeda model

2000

-3000
-300 -200 -100 0 100 200 300
Disp. [mm]Disp. [mm]Shear force [kN]3000

Y direction

200
0

-200

16

18
20
Time [s]

22

24

14

16

18
20
Time [s]2224(d) Comparison of PT specimen (= -0.9) during JMA-Kobe-100% test

Figure. 16 SDOF dynamic response analysis using fitted skeleton curve and tuned Takeda model

7. SUMMARY AND CONCLUSIONS
Two full-scale four story reinforced concrete structures were tested side by side on the E-Defense
shaking table. One structure was of conventional moment frame and shear wall design (RC structure)and the other was of post-tensioned moment frame and shear wall design (PT structure). Bothstructures were subjected to several high-intensity base motions. The RC structure remained stablethroughout the tests, thus satisfying a life-safety performance objective. However, the structure
sustained severe damage mainly in the wall bases and beam-column joints. The PT structure sustained
small deformations in the shear wall direction and heavier damage with large deformations in theframe direction. The strength capacity of the test was 1.1 to 1.5 times larger than that estimated fromthe Japanese seismic design code. Given a fitted skeleton curve and tuned Takeda model, SDOF
dynamic response analyses well assessed the first-mode response time histories of the tests.
AKCNOWLEDGEMENT
The authors acknowledge the support of the Ministry of Education, Culture, Sports, Science & Technology(MEXT) to carry out the test presented in this paper.
REFERENCES
Nagae, T., Tahara, K., Taizo, M., Shiohara, H., Kabeyasawa, T., Kono, S., Nishiyama, M., Wallace, J. W.,
Ghannoum, W. M., Moehle, J. P., Sause, R., Keller, W., and Tuna, Z. (2011). Design and Instrumentationof the 2010 E-Defense Four-Story Reinforced Concrete and Post-Tensioned Concrete Buildings, 2011/104,
Pacific Earthquake Engineering Research Center (PEER), Berkeley, California.
Ministry of Land, infrastructure, Transport, and Tourism (2007). Technological Standard Related to Structures of
Buildings, Japan.
Ministry of Land, infrastructure, Transport, and Tourism (2009). Prestressed Concrete Structure TechnologicalStandard Related to Structures of Buildings, Japan.