Civil Engineering Reference
In-Depth Information
Fig. 5.15 Beam H1500-FRC75 after its failure
Table 5.6 Main experimental results
Specimen
v
u
/(f
cm
)
1/2
[
Failure
mode
V
u
(kN)
v
u
(MPa)
M
u
(kN m)
M
u,fl
(kN m)
M
u
/M
u,fl
[
Midspan
displ.
]
]
ʴ
−
−
u
(mm)
H500 PC
Shear
116
1.05
0.17
153
254
0.60
3.7
Shear
a
H500 FRC50
240
2.18
0.38
316
285
1.11
35.0
Shear
a
H500 FRC75
235
2.13
0.37
310
293
1.06
9.1
H1000 PC
Shear
188
0.80
0.13
529
1,210
0.44
6.3
H1000 FRC50 Shear
272
1.16
0.20
767
1,325
0.58
13.6
H1000 FRC75 Shear
351
1.49
0.26
989
1,356
0.73
16.8
H1500 PC
Shear
211
0.59
0.09
911
2,511
0.36
7.0
H1500 FRC50 Shear
484
1.34
0.24
2,089
2,791
0.75
21.6
H1500 FRC75 Shear
554
1.54
0.27
2,394
2,864
0.84
23.5
a
Shear failure took place with yielding of longitudinal rebars
bers increases the shear ultimate capacity. In the
case of H500 beams, the addition of
Furthermore, the addition of
bers doubled the shear ultimate capacity of
PC beams. For beams H1000, the addition of 50 kg/m
3
of
bers increases the shear
capacity by almost 50 % from the reference beam H1000 PC; when added
75 kg/m
3
, the increase was equal to 86 %. Also in beams H1500,
bers double
shear ultimate capacity while, from 50 to 75 kg/m
3
of
bers ultimate capacity
increased by 33 %.
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