Civil Engineering Reference
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V [%]
f
0.6
shear failure
shear failure after flexural cracking
flexural failure
0
0
2
3
4.5
a/d
Fig. 3.14 Observed failure modes for HCS [
101
]
Figure
3.15
shows the failure modes for reinforced concrete and reinforced FRC
beams [
101
].
Due to the presence of
bers in the mix for producing HCS, many advantages
take place: FRC slabs had a much greater post-peak strength, with a reduced
spalling giving place to safer and controlled failures. The increase in strength could
therefore be due to the
bers in the compression zone and the enhanced post-
cracking performance is associated with the energy that is required to pull the
bers
out of the cracked matrix. At large deflections bers have pulled-out and are not
bridging the majority of the crack [
101
,
104
,
107
109
]. The shear capacity
-
increases with increased
ber content,
ber aspect ratio and with improved
ber-
matrix interfacial bond.
In conclusion, if steel
bers are dispersed correctly is known that they increase
the post-cracking tensile performance and, if they are introduced into the hollow
core extrusion and they are properly distributed,
bers improve both, the shear
strength of the structural element and also its ductility behavior [
110
].
Fig. 3.15 Observed failure
modes for FRC beams [
60
]
1.00
flexural failure
0.75
shear failure
0.50
shear failure
flexural failure
0.25
=1.34%
0
2.0
2.8
3.6
4.4
a/d
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