Civil Engineering Reference
In-Depth Information
Table 7.6 Shear resistance (kN) of the regions uncracked in bending according to EN 1168+A2
(V
Rdc
) and RILEM (V
f
)
Specimen
ID
V
test
F.M.
V
Rdc
V
f
RILEM
V
Rdc
+V
f
V
test
V
Rdc
þ
V
f
V
test
V
Rdc
SM
¼
SM
¼
II-0-2.3
310.8 A
191.58
0.00
191.58
1.62
1.62
II-0-3.4
213.1 S
207.30
0.00
207.30
1.03
1.03
II-50-2.3
410.0 S
230.04
78.77
308.81
1.33
1.78
II-50-3.4a
236.7 S
170.22
78.77
248.99
0.95
1.39
II-50-3.4b
202.0 S
258.44
78.77
337.21
0.60
0.78
II-70-2.3a
310.7 S
159.29
98.83
258.12
1.20
1.95
II-70-2.3b
310.7 A
156.75
98.83
255.58
1.22
1.98
II-70-3.4a
266.7 S
165.45
98.83
264.28
1.01
1.61
II-70-3.4b
251.4 S
174.87
98.83
273.70
0.92
1.44
F.M. Failure Mode
the shear span close to one of the load points. Firstly, the crack grew vertically to
nally turn in direction by taking a shear slope near the top.
Web Shear Tension Failure of Concrete (S)
In most cases, failure was caused by diagonal shear tension (Fig.
7.5
). Shear failure
was produced by inclined cracks due to principal tensile stresses. On these slabs, a
transverse reinforcement was not placed to resist shear, so
bers, prestressing
strands and the concrete zone in compression had to resist shear stresses; if shear
grew, the crack progressed upwardly to the HCS top.
Fig. 7.7 Shear-flexure failure
(SF)
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