Cyclic Loading Tests for Hybrid Coupled Shear Wall with ...iieng.org/images/proceedings_pdf/6504E0215034.pdf · hybrid coupled shear walls with various reinforcement details were

Abstract—Cyclic loading tests for four hybrid coupled shear walls

with various reinforcement details were performed. The primary

variables were reinforcement details of the coupled shear walls. As a

result, structural performances of the coupled shear walls were

dependent on the reinforcement details. The vertical reinforcements

have influence on the shear strength of the shear walls. The required

vertical reinforcement ratio in an embedded length was also proposed

by using the shear strength models of proposed PC coupled shear walls.

Design method of the precast concrete (PC) coupled shear wall was

proposed by assuming the distribution of compressive stress acting on

the flange of the embedded steel beam in the shear walls.

Keywords—Design method, coupled shear walls, reinforcement

detail, shear strength.

I. INTRODUCTION

OUPLING beams are responsible for the energy dissipation

capacity for the lateral force acting on the structure, and

have to be designed to exhibit a proper strength, rigidity and

deformability. According to Paulay’s researches [1], when shear

stress is '0.5 cf MPa or more, diagonal reinforcements should

be installed at reinforced concrete (RC) coupling beams.

However, there is a difficulty to install the diagonal

reinforcements to the RC coupling beams. For these reasons,

hybrid steel coupling beams have been proposed to improve the

constructability and to replace the conventional reinforced

concrete coupling beam by many researchers [2]-[8].

The experimental researches for hybrid steel coupling beams

were performed by Harries et al. [2],[3], Marcakis et al. [4],

Mattock et al. [5], Shahrooz et al. [6], and Kent et al. [7].

According to previous researches, it is required to inhibit the

premature failure of the coupled shear walls by special

reinforcement details. Existing design codes, especially ACI

318-11 [8], have provided reinforcement details for the special

structural walls and coupling beam at Section 21.9 in Chapter

21. However, specific design method of hybrid steel coupling

beam have not provided in those codes. Englekirk [9] has

suggested that the coupled shear walls should be reinforced by

additional reinforcements in around the embedded steel beam.

Woo-Young Lim is a post-doctoral researcher in the Department of

Architecture & Architectural Engineering at Seoul National University, Korea

(corresponding author’s phone: +82-10-7288-7902; e-mail:

[email protected]).

Sung-Gul Hong is a professor in the Department of Architecture &

Architectural Engineering at Seoul National University, Korea (e-mail:

[email protected]).

Structural performances such as strength, stiffness, and energy

dissipation capacity of the hybrid steel coupling beam are

greater than those of the RC coupling beams. Despite these

many advantages, it is difficult to apply the steel coupling beam

to conventional RC shear walls owing to the weak

constructability. If the coupled shear walls produced in

factories, the PC coupled shear walls are likely to be damaged in

the transport processes. Existing hybrid steel coupling beam

systems have a problem with using in the coupled PC shear

walls owing to the constructability. Thus, it is necessary to

improve the new hybrid steel coupling beam systems and also to

provide the special design method for the PC coupled shear

walls. In this study, Design method for coupled PC shear walls

was proposed based on the experimental studies.

II. TEST PROGRAM

A. Test specimens

Cyclic loading tests for the four coupled PC shear walls with

steel coupling beam were performed to evaluate the shear

strength and energy dissipation capacity. The main parameters

of the test were reinforcement details of the PC shear walls.

Figure 1 shows the reinforcement details of the test

specimens. The coupled PC shear walls had a dimension of 300

× 1500 × 1800 mm (11.8 × 59.1 × 70.9 in.). Four D19 (db = 19

mm or 0.75 in.) horizontal and vertical reinforcements were

installed to inhibit the concrete failure during the test at the

specimen’s boundary. Here, db is diameter of bars. SD400

(Korean Standard, fy = 400 MPa or 58 ksi) reinforcements were

used in each specimen. Design compressive strength of concrete

fc’ is 35 MPa (5.1 ksi).

P600ANC is a prototype test specimen designed by according

to ACI 318 design codes [8]. (see Fig. 1(a)) Ten D13 (db = 13

mm or 0.5 in.) and four D19 reinforcements for horizontal

reinforcement and ten D13 for vertical reinforcements were

provided in this specimen. Horizontal and vertical

reinforcement ratios were ρh = 0.005 and ρv = 0.0054,

respectively. H600ANC is the specimen that reinforced the

length as much as the embedded length by horizontal closed

hoops. The length of those bars is consistent with the length of

embedded steel beam. Details of the reinforcements of this

specimen are very similar to prototype test specimen P600ANC

as shown in Fig. 1(b). Since eight D16 (db = 16 mm or 0.62 in.)

horizontal reinforcements were provided, the horizontal

reinforcement ratio of this specimen is ρh = 0.0064. Sh600ANC

Cyclic Loading Tests for Hybrid Coupled Shear

Wall with Various Reinforcement Details

Woo-Young Lim, and Sung-Gul Hong

C

International Conference Data Mining, Civil and Mechanical Engineering (ICDMCME’2015) Feb. 1-2, 2015 Bali (Indonesia)

http://dx.doi.org/10.15242/IIE.E0215034 86

is the test specimen reinforced by the vertical reinforcements to

the entire length of the wall as shown in Fig. 1(c). Forty D13 ties

with 600 mm (23.6 in.) of length were provided at each 60 mm

(2.4 in.) of spacing. Horizontal and vertical reinforcement ratios

are ρh = 0.005 and ρv = 0.0054, respectively. SP600ANC is the

proposed test specimen, which was reinforced by three D16

closed ties in the embedded length at each 200 mm (7.9 in.) of

spacing, two D22 (db = 22 mm or 0.9 in.) and D19 horizontal

reinforcements, and four D22 diagonal reinforcements as

described in Fig. 1(d). Length of the closed ties which are

installed in embedment length is 620 mm (24.4 in.). Horizontal

and vertical reinforcement ratios are ρh = 0.01 and ρv = 0.0098,

respectively.

1500

400

800

1500

400

305

737

1800

300

300

D13@200

D13@270

φ60

D19

600

D13

D13300250250 310 310

Seat angle

D16

D13

D19

D19

B

B

A A

A-A section

B-B section

1500

400

800

1500

400

305

737

1800

300

285 265

D13@200

D13@270

φ60

600

D19

D13

2852657070240 240

Seat angle

D16

D13

D19

D19

D16

B

B

A A

A-A section

B-B section

1500

400

800

1500

400

305

737

1800

300

D13@200

D13@270D13

φ60

600

D19

D13

D13@60

Seat angle

D16

D13

D19

D19

B

B

A A

A-A section

B-B section

1500

400

800

1500

400

305

737

1800

300

225 225100 310 310100225 225

D19@200

D19@270

φ60

D22

600

Seat angle

D22

D19

D22

D22

D19

D16

A A

B

B

A-A section

B-B section

(a) (b)

(c) (d)

Fig. 1 Details of the test specimens: (a) P600ANC; (b) Sh600ANC; (c)

H600ANC; and (d) SP600ANC

Steel coupling beams were designed in accordance with AISC

design codes [10] as shear dominated members. Overall length

of the steel coupling beam including the steel plate shear

connection is 720 mm. The dimension of the steel coupling

beam is 175 × 400 × 11 × 5 mm (6.9 × 15.7 × 0.4 × 0.2 in.). Steel

plate connection had the length of 120 mm (4.7 in.) and

thickness of 20 mm (0.8 in.), respectively. Total length of the

steel coupling beam is 900 mm (35.4 in.) and the distance from

the surface of the PC shear wall to the loading point is 595 mm

(23.4 in.).

The length of the embedded beam (le) was 600 mm (23.6 in.),

which was obtained from the existing shear strength models as

shown in Table 1. Dimensions of the I-shaped beam were 175 ×

400 × 11 × 7 mm (6.9 × 15.7 × 0.4 × 0.3 in.). To minimize the

excessive deformation in the embedded steel beams, Four

stiffeners were installed at both side of the embedded beam in

distance of 200 mm. Top and seat angles were set up to induce

the shear deformation of the steel coupling beam. Steel coupling

beam and top-seat angels were assembled by using four

high-tensile bolts, which diameter (db) are 24 mm (0.94 in.).

The yield and tensile strength of D13, D16, D19

reinforcements used in the PC coupled shear walls were D13: fy

(D13)= 462 MPa (67.0 ksi), fu (D13)= 594 MPa (86.1 ksi), D16: fy

(D16)= 417 MPa (60.5 ksi), fu (D13)= 667 MPa (96.7 ksi), and D19

fy (D19)= 425 MPa (61.6 ksi), fu (D19) = 630 MPa (91.4 ksi),

respectively. The strength obtained from the material tests was

fc’ = 38 MPa (5.5 ksi). Design yield strength of the steel

coupling beam was Fy = 300 MPa (43.5 ksi).

B. Test set-up

Figure 2(a) shows test set-up. Test specimens were loaded at

the distance of 720 mm (28.3 in.) from the surface of the PC

shear wall until the ultimate failure by displacement control.

Figure 2(b) shows the loading schedule. Rotation angle was

incremented by 0.25 % from 0.25 % (1.5 mm or 0.06 in.) up to

2.0 % (12.0 mm or 0.47 in.) and after that was increased by 0.5

% from 2.0 % (12.0 mm or 0.47 in.) up to ultimate failure.

LVDTs were used to measure lateral and vertical displacement

of the test specimens. Numbers 1 for horizontal displacement

measurements at the top of the steel coupling beam (LV1), and

Number 2 and 3 for vertical displacement of the coupling beam

(LV2 and LV3), and Number 4 and 5 for vertical displacement

of the embedded steel beam (LV4 and LV5), and Number 6 and

7 for shear distortion of the PC shear wall (LV6 and LV7), and

Number 8 and 9 for lateral displacement at lower part of the

steel coupling beam and top – seat angles (LV8 and LV9), and

Number 10 for slip of the coupled PC shear walls (LV10),

respectively.

-6

-4

-2

0

2

4

6

0 6 12 18 24 30 36 42 48 54 60 66 72 78 84

Drif

t ra

tio (

%)

Number of cycles

LV1

LV8

LV9

LV10

LV4 LV5

LV3LV2

2,000kN Actuator

1800

1500

400

2637

(a) (b)

Fig. 2 Test set-up and loading schedule

III. TEST RESULTS

A. Load-rotation angle relationship

Figure 3 shows the load – rotation angle relationship of the

test specimens subjected to cyclic loading. The rotation angle is

the lateral displacement divided by the effective distance (720

mm) of the steel coupling beam. The terms of Vp represent the

plastic shear strength of the steel coupling beam for positive and

negative loading, respectively. The yield strength Vy and

displacement δy were defined as the point when the strain of the

steel coupling beam has reached the yield strain. The

displacement at the maximum strength represented by δmax and

ultimate displacement δu are also presented in Fig. 3.



The ratio of the maximum strength to the plastic shear

strength (Vmax/Vp) showed that P600ANC: 0.98, H600ANC:

1.19, Sh600ANC: 1.18, and SP600ANC: 1.18. The strength of

the prototype test specimen P600ANC did not reach the plastic

strength. On the other hand, the maximum strength of the other

specimens were exceeded the plastic shear strength.

-500

-400

-300

-200

-100

0

100

200

300

400

500

-8 -6 -4 -2 0 2 4 6 8

Lo

ad

(k

N)

Rotation angle (%)

u

pV

pV u

-500

-400

-300

-200

-100

0

100

200

300

400

500

-8 -6 -4 -2 0 2 4 6 8

Lo

ad

(k

N)

Rotation angle (%)

pV

pV

max

u

u

max

-500

-400

-300

-200

-100

0

100

200

300

400

500

-8 -6 -4 -2 0 2 4 6 8

Lo

ad

(k

N)

Rotation angle (%)

pV

pV

u

u

max

max

-500

-400

-300

-200

-100

0

100

200

300

400

500

-8 -6 -4 -2 0 2 4 6 8

Lo

ad

(k

N)

Rotation angle (%)

pV

pV

max

u

max

u

(a) P600ANC (b) Sh600ANC

(c) H600ANC (d) SP600ANC

Fig. 3 Load-rotation angle relationship: (a) P600ANC; (b)

Sh600ANC; (c) H600ANC; and (d) SP600ANC

B. Failure mode

Figure 4 shows the damage and crack patterns of the test

specimens at the end of the test. The initial crack of all test

specimen has occurred at around the embedded steel beam in

the coupled shear walls due to increasing the bearing stress of

concrete.

For P600ANC, initial cracks has occurred at 1.0% of rotation

angle. The vertical and horizontal cracks has occurred at the

embedded steel beam as well as the connection between

concrete and top – seat angles. Diagonal cracks have initially

occurred at the end of the embedded steel beams and propagated

to the foundation. Initial crack of H600ANC specimen was

observed at 1.75% of rotation angle and diagonal crack has

initiated at 3.0 % of rotation angle. Initial crack and diagonal

cracks of Sh600ANC have occurred at 3.0 % and 3.5 % of

rotation angle, respectively. SP600ANC showed that initial

crack has occurred at -1.75% of rotation angle and diagonal

cracks has observed at 3.0 %. Shear yielding of the steel

coupling beam occurred at 5.5 %. Diagonal cracks developed

up to 4.0 % and at -4.5 %, horizontal cracks was observed at the

center of the initial crack occurred.

As a result, P600ANC specimen designed as special concrete

structural walls by using ACI 318 codes showed that initial and

diagonal cracks has occurred in 1.75 % of rotation angle.

Sh600ANC specimen reinforced horizontal hoops at embedded

region was effective to prevent the crack propagation. For

SP600ANC and H600ANC, initial and diagonal cracks was

observed in the same time. The steel coupling beam of

H600ANC has yielded at 6.0% of rotation angle and that of

SP600ANC has yielded at 5.5%.

(a) (b)

(c) (d)

Fig. 4 Damage and crack patterns

C. Strain of the vertical and horizontal reinforcements

Figures 5 and 6 show the strain variation of the vertical and

horizontal reinforcements for the rotation angle. The strain of

the vertical reinforcement was measured by using strain gauges

attached at 40 mm, 240 mm, 440 mm, and 660 mm of distance

from the end of the PC shear wall. (V2, V6, V10, V14) The

strain of the horizontal reinforcement was measured at the end

of the vertical wall reinforcement, which is located in the center

of the embedded steel beams by a strain gauge H8.

The strain of the vertical reinforcement showed a tendency to

increase more rapidly as vertical reinforcements are closer to

the face of the PC shear wall. The outermost vertical

reinforcement of the test specimens except SP600ANC has

yielded at 4 % of rotation angle. However, three vertical

reinforcements measured vertical strain remained elastic state

until the end of the experiment. On the other hand, all

reinforcements of SP600ANC did not yield until the end of the

tests. A results of the comparison of the strain of the vertical

reinforcement, the vertical reinforcements within 250 mm from

the interface are likely to yield before they reach the maximum

strength. However, if the vertical stirrups were installed around

the embedded steel beam, it is possible to prevent the premature

yielding of the vertical reinforcement until reaching the ultimate

strength. Strain of the horizontal reinforcement in most of

specimens except prototype specimen P600ANC did not reach

yield strain. As a result of comparing the strain of the horizontal

reinforcements, if the additional reinforcements were not

installed around the embedded steel beams, test results showed

that the premature yielding of the horizontal reinforcements has

occurred. The bearing failure of concrete is likely to occur

owing to the yielding of the horizontal reinforcement when the

design method of existing model codes is applied to the design

of the coupled shear walls. Therefore, the additional

reinforcement should be installed at the embedded region in the



coupled shear wall. In addition, it is necessary to revise the

existing shear wall design equation for the special concrete

structural walls.

0

0.001

0.002

0.003

0.004

Str

ain

(m

m/m

m)

Distance from face of the wall

51mm 251mm 451mm 651mm

1%

2%3%4%

V2

V6

V10

V14

(V2) (V6) (V10) (V14)

0

0.001

0.002

0.003

0.004

Str

ain

(m

m/m

m)


51mm 251mm 451mm 651mm

1%

2%

3%

4%5%

V2

V6

V10

V14

(V2) (V6) (V10) (V14)

0

0.001

0.002

0.003

0.004

Str

ain

(m

m/m

m)


51mm 251mm 451mm 651mm

1%2%

3%4%

5%

V2

V6

V10

V14

(V2) (V6) (V10) (V14)

0.000

0.001

0.002

0.003

0.004

Str

ain

(m

m/m

m)


51mm 251mm 451mm 651mm

1%

2%

3%

4%

5%

V2

V6

V10

V14

(V2) (V6) (V10) (V14)

(a) (b)

(c) (d)

Fig. 5 Strain of vertical reinforcements

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.001 0 0.001 0.002 0.003

Lo

ad

(k

N)

Strain (mm/mm)

YieldingH8

H8

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.001 0 0.001 0.002 0.003

Lo

ad

(k

N)

Strain (mm/mm)

YieldingH8

H8

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.001 0 0.001 0.002 0.003

Lo

ad

(k

N)

Strain (mm/mm)

YieldingH8

H8

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.001 0 0.001 0.002 0.003

Lo

ad

(k

N)

Strain (mm/mm)

YieldingH8

H83.99%y

4.26%y

(a) (b)

(c) (d)

Fig. 6 Strain of horizontal reinforcements

D. Strain of the steel coupling beam

Figure 7 shows the strain variations of the steel coupling

beam. The strain of the steel coupling beam of the P600ANC

did not reach the yield strain until the end of the tests. On the

other hand, the steel coupling beam of the H600ANC,

Sh600ANC, and SP600ANC yielded at rotation angle of y =

6.2 %, 6.5 %, and 5.3 % for positive loading and at y = -5.9 %,

-6.0 %, and -4.7 % for negative loading, respectively. The

reason why the steel coupling beam of P600ANC, which is

designed in accordance with ACI 318 design codes, did not

yield is that the bearing failure of the shear walls occurred at

about 4 % of the rotation angle before the strain of the steel

coupling beam has reached the yield strain. On the other hand,

the steel coupling beams of the other test specimens reinforced

by additional vertical and horizontal reinforcements, especially

SP600ANC showed the plastic behavior after the maximum

strength.

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.005 0 0.005 0.01 0.015 0.02

Lo

ad

(k

N)

Strain (mm/mm)

yieldingBW5

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.005 0.000 0.005 0.010 0.015 0.020

Lo

ad

(k

N)

Strain (mm/mm)

6.2%y

5.9%y

BW5

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.005 0.000 0.005 0.010 0.015 0.020

Lo

ad

(k

N)

Strain (mm/mm)

4.7%y

5.3%y

BW5

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.005 0.000 0.005 0.010 0.015 0.020

Lo

ad

(k

N)

Strain (mm/mm)

6.5%y

6.0%y BW5

(a) (b)

(c) (d)

Fig. 7 Strain of the steel coupling beam

E. Energy dissipation capacity

Figure 8 shows the energy dissipation capacity in accordance

with the rotation angles. Figure 9(a) represents the energy

dissipation capacities per specific rotation angle and Fig. 9(b)

shows the cumulative energy dissipation capacities. Energy

dissipation capacity was defined as the area of the load –

rotation curves per rotation angle and that was obtained in the

third cycle of the target displacement.

The energy dissipation capacity of the proposed test specimen

SP600ANC showed the maximum value and appeared the

lowest value in P600ANC designed by ACI 318-08. As a result,

the energy dissipation capacity of the test specimens reinforced

by the horizontal or vertical reinforcements was greater than the

others as described in strain variation of the reinforcements. In

other words, energy dissipation capacity of the PC coupled

shear walls depends on the reinforcement details.

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

0.0 2.0 4.0 6.0 8.0

En

erg

y d

issi

pa

tion

(kN

mm

)

Rotation angle (%)

SP11

SP12

SP13

SP14

0

50000

100000

150000

200000

250000

300000

350000

0.0 2.0 4.0 6.0 8.0

CU

mu

lati

ve

ener

gy

dis

sip

ati

on

(k

Nm

m)

Rotation angle (%)

SP11

SP12

SP13

SP14

(a) (b)

Fig. 8 Energy dissipation capacity per rotation angle: (a) Energy

dissipation capacity; and (b) Cumulative energy dissipation

capacity

IV. DESIGN METHOD OF COUPLED SHEAR WALL

Figure 9 shows the proposed design model of the PC coupled

shear walls with steel coupling beam. Stress distribution of the

embedded steel beam was assumed to be rectangular stress

block based on the experimental results. When applied shear

force occurs at the steel coupling beam, compressive strength Cf

and bearing strength Cb act at αle (0 < α < 1) and (1-α)le of upper

and lower part of flange, respectively. Compressive strength of

concrete is assumed to be 0.85fc’. Thus, shear strength is

obtained by using equilibrium condition as follows:

'0.85 1 2f b c e efV C C f l b (1)

where '0.85f c e efC f l b , '0.85 1b c e efC f l b .



For shear dominant hybrid steel coupling beam, the

embedded length of the steel beam is obtained when the shear

strength V calculated by Eq. (1) is equal to plastic shear strength

Vp as given:

' 20.85 2 1/ 2e

c ef

Val

f b

(2)

where a is the distance from the face of the shear wall to loading

point.

By using Eqs. (1) and (2), α is obtained as follows:

22 / 2

4

X X X

X

(3)

where '/ 0.85p c efX V f b a .

Thus, the length (1-α)le occurring the bearing failure of

concrete is given:

22 / 2

1 14

e e

X X Xl l

X

(4)

The predicted shear strength was relatively good agreement

with the experimental data.

el a

V

1 el

0.85 ckf

el

0.85 ckf

Embedded

steel beam

Steel

coupling

beam

Seat angle

Coupled PC shear wall

Fig. 9 Proposed design model of the coupled PC shear wall

Required vertical reinforcements of the PC coupled shear

walls can be obtained by using the compressive forces at the

flange of the embedded steel beams. As a result, the predicted

bearing stress of the coupled shear walls is represented by Cb =

xCf. That is, the bearing force determined by the proposed

method is greater about 32% than the compressive force

occurring in the upper flange of the embedded steel beam. Thus,

the required amount of the vertical reinforcements can be

calculated as given: '0.85 c e ef

f

y

f l bA

f

(5)

'0.85 1c e ef

b

y

f l bA

f

(6)

where fy represents the yield strength of the vertical

reinforcement (in MPa).

The vertical reinforcement ratio is obtained as follows:

f b

sc

e w y

C C

l b f

(7)

V. CONCLUSIONS

In this study, cyclic loading tests for the hybrid PC coupled

shear walls with various reinforcement details were performed

in order to evaluate the structural performance. The results

obtained from the experimental study is as follows.

1) The structural performance of the hybrid steel coupling

beam showed the different depending on the reinforcement

details of the PC coupled shear walls. As a result of the tests,

bearing failure has occurred early at the face of the PC coupled

shear walls designed as special structural walls and coupling

beams by ACI 318 design provisions. Test results showed that

premature failure of the PC coupled shear walls has been

prevented by the stirrups reinforced in embedded length.

2) As a result of the measurements of the strain variation of the

reinforcement, it has been shown that the vertical

reinforcements of the coupled shear walls have more influenced

on the ultimate failure than the horizontal reinforcements.

Although the coupled shear walls were designed in accordance

with ACI design codes, the strain of the vertical reinforcements

in 250 mm from the wall face has reached the yield strain at

about 4 percent of rotation angle. It is necessary to improve the

design method of the special structural walls and coupling

beams presented to the ACI codes. The vertical reinforcements

should be installed additionally in the region of embedded

length.

3) Test results showed that energy dissipation capacity depends

on the details of the reinforcement details of the PC coupled

shear walls. Energy dissipation capacities of the proposed test

specimen reinforced by the stirrups around the embedded steel

beam (SP600ANC) were greater than those of the test specimen

designed in accordance with ACI codes (P600ANC).

4) Design method of the PC coupled shear walls was proposed

by assuming the distribution of compressive stress in the steel

flanges of the embedded steel beam. According to the proposed

design method, it is reasonable that the amount of the vertical

reinforcements as much as 4% of reinforcement ratio was

installed in the region of the embedded length.

ACKNOWLEDGMENT

This research was financially supported by the Ministry of

Construction and Transportation of Korea (03 R&D A07-06);

The authors are grateful to the authorities for their support.

REFERENCES

[1] Paulay, T., and Binney, J. R., ―Diagonally Reinforced Coupling Beams of

Shear Walls,‖ Special publication ACI, Vol. 42, Detroit, pp. 579∼589.

[2] Harries, K. A., Mitchell, D., Redwood, R. G. and, Cook, W, D., ―Seismic

Design of Coupling Beams – A Case for Mixed Construction,‖ Canadian

Journal of Civil engineering, Vol. 24, No. 3, 1997, pp. 448∼459.

[3] Harries, K. A., Seismic Design and Retrofit of Coupled Walls using



Structural Steel, Department of Civil and Applied Mechanics, McGill

University, Montreal, Canada, 1995.

[4] Marcakis, A. H. and Gaffar, G. H., ―Precast Concrete Connections with

Embedded Steel Member,‖ PCI Journal, Vol. 25, No. 4, July-August

1980, pp. 88∼116.

[5] Mattock, A. H and Gaffar, G. H., ―Strength of Embedded Steel Sections

as Brackets,‖ ACI Jounal Vol. 79 No. 9, March-April 1982, pp. 83∼93.

[6] Gong, B., and Shahrooz B. M., ―Steel-Concrete Composite Coupling

Beams – Behavior and Design,‖ Engineering Structures, 23, 2001, pp.

1480∼1490.

[7] Kent, D. C. and Park, R., ―Flexural Members with Confined Concrete,‖

Journal of Structural Division, ASCE, Vol. 97, ST 7, July 1971, pp.

1969∼1990.

[8] ACI 318-11, Building Code Requirements for Structural Concrete and

Commentary, ACI Committee 318, American Concrete Institute, 2008,

pp. 356∼364.

[9] Englekirk, R. E., Seismic Design of Reinforced and Precast Concrete

Buildings, John Wiley and Sons, 2003, pp. 296∼345.

[10] AISC, Manual of Steel Construction – Load and Resistance Factor

Design – Third Edition, AISC, Inc., Chicago, IL, 2002.



Documents

Cyclic Loading Tests for Hybrid Coupled Shear Wall with ...iieng.org/images/proceedings_pdf/6504E0215034.pdf · hybrid coupled shear walls with various reinforcement details were