This paper reports on an experimental study on a new self-centring retaining wall system. Four post-tensioned segmental retaining walls (PSRWs) were experimentally tested. Each of the walls was constructed using seven T-shaped concrete segments with a dry stack. The walls were tested under incrementally increasing cyclic lateral load. The effect of the wall height, levels of post-tensioning (PT) force, and bonded versus unbonded condition of PT reinforcement on the structural behavior of the PSRWs was investigated. The results showed that such PSRWs are structurally adequate for water retaining structures. According to the results, increasing the wall height decreases initial strength but increases the deformation capacity of the wall. The larger deformation capacity and ductility of PSRW make it a suitable structural system for fluctuating loads or deformation, e.g., seawall. It was also found that increasing the PT force increases the wall’s stiffness; however, reduces its ductility. The residual drift and the extent of damage of the unbonded PSRWs were significantly smaller than those of the bonded ones. Results suggest that this newly developed self-centring retaining wall can be a suitable structural system to retain lateral loads. Due to its unique deformation capacity and self-centring behavior, it can potentially be used for seawall application.
initial PT bar stress/ ultimate PT bar tensile strength (%)
W1
1820
CC
36.5
unbonded
0.06
81.5
29%
W2
1820
CRC
31.0
unbonded
0.05
61.0
22%
W3
1820
CRC
31.0
unbonded
0.09
99.1
35%
W4
1820
CRC
31.0
bonded
0.09
99.1
35%
S4 [ 20]
1209
CC
36.5
unbonded
0.06
81.5
29%
S5 [ 20]
1209
CRC
31.0
unbonded
0.05
61.0
22%
Tab.1
Fig.1
concrete material
water (kg/m 3)
cement (kg/m 3)
W/ Ca) ratio
coarse aggregate (kg/m 3)
fine aggregate (kg/m 3)
rubber (kg/m 3)
plasticiser (kg/m 3)
b) (MPa)
CC
220
400
0.55
1080
687
–
0.58
36.5
CRC
200
400
0.50
1080
563
40.3
–
31.0
Tab.2
Fig.2
Fig.3
Fig.4
wall code
at peak force
PT forces
lateral stiffness
a)
b)
(kN) c)
(kN) d)
PT loss (%)
initial (kN/mm)
secant (kN/mm)
W1
9.2
176.2
81.5
200.6
2.5
16.4
0.28
0.06
W2
8.5
204.4
61.0
189.8
3.1
18.6
0.14
0.05
W3
9.2
175.6
99.1
210.6
2.1
8.0
0.41
0.06
W4
10.1
67.7
99.1
–
–
–
0.30
0.13
S4 [ 20]
12.39
125.49
81.50
246.10
3.02
35.30
6.13
1.20
S5 [ 20]
16.56
126.10
61.00
248.30
4.07
16.40
7.97
1.60
Tab.3
Fig.5
Fig.6
Fig.7
Fig.8
test variable
strain gauge at P0
strain gauge at P1
strain gauge at P2
increase in wall aspect ratio (S4−W1)
•Shorter wall (S4) had a sudden increase in strain at 4% drift and a sudden drop after that which is representative of segment compressive failure at the location of the strain gauge •Taller wall (W1) indicated a gradual increase in strain. No reduction of strain was observed in wall W1 at the bottom-most segment
•Shorter wall (S4) experienced a sudden increase up to 3% drift and no change in strain from 3% to 6% drift ratio •Taller wall (W1) experienced a gradual increase up to 8% and no change from 8% to 10% drift ratio
•No data is available for wall S4 at this location •Taller wall (W1) showed a gradual increase up to 7% drift ratio and decreased beyond it
PT reinforcement bonding condition (W3−W4)
•Bonded PSRW (W4) experienced much less compressive strain than its unbonded counterpart wall (W3)
•Bonded PSRW (W4) had significantly larger strains in the second segment than the unbonded wall (W3)
•Bonded PSRW (W4) had larger strains in the third segment in comparison to the unbonded wall (W3)
Tab.4
Fig.9
Fig.10
Fig.11
Fig.12
Fig.13
Fig.14
Fig.15
Fig.16
Fig.17
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