Civil Engineering Reference
In-Depth Information
Fig. 5.17 Experimental
curve load versus deflection
of H500 beams
0.0
0.2
0.4
0.6
0.8
[inches]
[
k
ips]
600
Beams H=500 mm (19.7 in.)
d=440mm (17.3 in.)
Load
[kN]
120
400
90
H500 PC
H500 FRC50
H500 FRC75
60
200
30
Displacement [mm]
0
0
0
4
8
12
16
20
24
Fig. 5.18 Experimental
curve load versus deflection
of H1000 beams
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
[inches
]
800
180
Beams H=1000 mm (39.4 in.)
d=940mm (37 in.)
[kips]
Load
[kN]
150
600
120
H1000 PC
H1000 FRC50
H1000 FRC75
400
90
60
200
30
Displacement [mm]
0
0
0
4
8
12
16
20
bers, respectively. While the plain concrete member fails early after the appear-
ance of the
0.50 mm,
multi-cracking in shear was observed for the FRC samples, with single shear cracks
wider than 1
rst shear crack, with a maximum shear crack width of 0.25
-
-
3 mm and, even more important, steadily propagating. All
fl
exure-
shear cracks in the FRC specimens were 35
45
°
inclined to the horizontal.
-
exure cracks are formed at
midspan, then an inclined crack develops causing the collapse of the beam. By
contrast, in beams reinforced with
In all beams without
bers, as the test progresses,
fl
exure cracks, inclined shear cracks
appear, developing an unstable mechanism, which cannot be predicted which of all
bers, after
fl
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