Experimental Tests on Hollow Core Slabs Made with FRC - On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete - page 125

Table 7.4 Shear tests description and specimen ID to each HCS
Specimen ID F* a/d
ratio

Cantilever
span (mm)**

l pt
(mm)

l crit (m) V test
(kN)

F.M. HCS
length
(mm)

Series
I

I-0-4.1 0 4.1 600 400.2 785.66 131.15 SF 3,990

I-0-4.3a 4.3 630 815.66 131.11 SF 3,980

I-0-4.3b 4.3 630 815.66 134.90 SF 4,000

I-50-3.1 50 3.1 120 420.1 305.66 160.19 A 2,975

I-50-3.9a 3.9 700 885.66 162.10 SF 4,000

I-50-3.9b 3.9 700 885.66 162.10 SF 4,000

I-50-4.3 4.3 860 1,045.66 152.61 SF 4,500

I-50-4.4 4.4 870 1055.66 158.62 SF 4,500

I-50-3.0a 3.0 120 305.66 172.95 SF 2,975

I-50-3.0b 3.0 2,120 2305.66 200.63 SF 4,500

I-50-3.1c 3.1 2,035 2220.66 189.43 SF 4,500

II-0-2.3 0 2.3 210 350.6 395.66 310.80 A 1,990
II-0-3.4 3.4 270 455.66 213.10 S 2,600
II-0-3.4 (P) 3.4 2,105 2290.66 266.20 S 4,500
II-0-8.6 8.6 250 435.66 131.60 SF 4,990
II-50-2.3 50 2.3 500 384.1 685.66 410.00 S 2,600
II-50-3.4a 3.4 225 410.66 236.70 S 2,580
II-50-3.4 (P) 3.4 260 445.66 288.70 S 4,500
II-50-3.4b 3.4 2,500 2685.66 202.00 S 5,000
II-50-8.6 8.6 270 455.66 146.10 F 4,980
II-70-2.3a 70 2.3 225 400.3 410.66 310.70 S 1,990
II-70-2.3b 2.3 215 400.66 310.70 A 2,000
II-70-3.4a 3.4 250 435.66 266.70 S 2,570
II-70-3.4 (P) 3.4 290 475.66 315.00 S 4,500
II-70-3.4b 3.4 290 475.66 251.40 S 4,500
II-70-8.6 8.6 230 415.66 135.20 F 4,980
SF Shear-flexure failure, S Web shear tension failure, F flexure failure, A Anchorage failure of
strands, P Hollow core slab precracked in flexure, *F Amount of steel bers (kg/m 3 ), ** Values
correspond to the cantilever span nearest the failure side, l pt basic value of the transmission length,
l crit distance between the end of the slab and the critical section, F.M. Failure mode

Series
II

Table 7.4 shows the variables analyzed for each test, as well as the maximum
load reached and the main failure mode. Figure 7.6 shows the section for web shear
tension failures that was adopted; it is given by the intersection between the
centroidal axis of the HCS and the failure line that emerges from the edge of the
support with an angle of 35

to the horizontal axis, as indicated EN 1168+A2 [ 1 ],
which delimitates the zone affected by the support reaction.
Several HCS were tested with a critical length (l crit ) below the transfer length (l pt ),
which was evaluated according to the European standard EN 1168+A2 [ 1 ] that,
refers to Eurocode 2 [ 3 ] (see Table 7.4 ). In some HCSs, this caused anchorage failure

°