PSI - Issue 17

B. Moussaoui et al. / Procedia Structural Integrity 17 (2019) 979–985 B.Moussaoui& Y.Bouamra & K.Ait tahar & al / Structural Integrity Procedia 00 (2019) 000 – 000

3

981

The axial loading was carried out using a RP 2000 XPE compression machine with a capacity of 3000kNand a pitch of 0.5kN/s, equipped with a data acquisition system and a digital software control. Compression tests were performed according to standard ASTM C39/C39 M-03 for cylindrical concrete specimens, at a concrete age of 28 – 30 days. A linear variable displacement transducer (LVDT) was used to measure the total axial shortening occurred in all tested specimens.). Both end surfaces of each cylinder has been treated to obtaining a plane surface for a correct

application of the axial load. 2.1. Results and discussion

The test results of ultimate stresses of the cylindrical specimens, are presented in Table 1, which includes the maximum load and ultimate strengths, induced in the partially and fully confined concrete cylinder (PCC/FCC) with one GFRP layer and their counterpart control one (UC) and the effect of ratio x/h on gained strength. The each value in Table 1 is the average of the three tested specimens; for more clarity, the ultimate stresses are plotted in Fig.2. It is clearly shown that the strength and ductility of specimens are dependent of the ratio x/h value, thus, increasing the x/h ratio causes increase strength and ductility of the specimen.

f

f

Table 1: Ultimate load and strength of tested cylinders results

c ′ 0 (MPa)

c ′ c (MPa)

Test specimens 16 x 32

Ultimate Force (kN)

Gain (%)

Ratio x/h

UC

-

-

492.35 561.88 568.91

24.5

-

-

PCC-8

0.25

- - -

26.87 28.31 32.34

9.12

PCC

PCC- 16

0.5

15.55

FCC * ′ : compressive strength of unconfined concrete cylinders ; ′ : ultimate compressive strength of GFRP confined cylinders FCC 1 649.9 32

32.34

10 15 20 25 30 35

28.31

26.87

24.5

Stress ( MPa)

0 5

UC

PCC8

PCC16

CC

Specimens

Fig 2. Compressive stress (fcc) of specimens