Literature Survey on Shear in FRC Beams - On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete - page 29

area D f BZ,3,I

F u F u

area D f BZ,3,II

F R,4

D b
BZ

CMOD, Deflection (mm)

Deflection (mm)

3

Fu

CMOD = 3 mm
4
= 3.5 mm
4

0.3 2.35

Fig. 3.10 Equivalent fl exural tensile strength (left) and residual fl exural tensile strength (right), [ 75 ]

where:

= 2 D f BZ ; 3 ; I . 2

D f BZ ; 3 ; II . 2

L . bh sp

3

f eq ; 3 ¼

65 þ

: : 5

. 2bh sp

3F R ; 4 L

f R ; 4 ¼

exural tensile strength, it
might be necessary to tune the design formulas. The relation between f eq,I and f R,I
for the

Due to the change from the equivalent to the residual fl

bers used within the Brite/Euram project is shown in Fig. 3.11 . For shear
design f eq,3 replaced by f R4 , by considering a factor 1/0.87. The relation shown in
Fig. 3.11 depends on the post-cracking behavior of the FRC.

8.0

f R1
f R4

f eq2
f eq3

f R1 = 0.95 +0.48 7.0

f eq2

6.0

5.0

f R4 = 0

f eq3

4.0

3.0

2.0

1.0

0.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0

Equivalent flexural tensile strength [MPa]

f eq

Fig. 3.11 Relation between equivalent fl exural tensile strength and residual fl exural tensile

strength for the bers used within the Brite/Euram project [ 75 , 94 ]