Shear Strengthening of Concrete Members - Strengthening Design of Reinforced Concrete with FRP - page 166

spans, as shown in Figure 6.P.5. The experiment indicates that this beam failed in
flexure at 50.1 kN. Confirm that the shear capacity after strengthening is adequate to
induce a flexural failure prior to failing in shear. The geometric and material param-
eters of the strengthened beam are given in Figure 6.P.5.

P/2 P/2

150 mm

400 mm 400 mm 400 mm

37 mm

2 φ 6

150 mm

76 mm

3 φ 12

420 mm 420 mm

37 mm

1200 mm

Beam JO

φ 6 mm@200 mm c/c

FIGURE 6.P.5

f c = 37.7 MPa, f y = 450 MPa
GFRP plate: f fu = 200 MPa, E f = 15.65 GPa, ε fu = 0.01278, t f = 3 mm

Problem 6.7
Al-Sulaimani et al. (1994) tested a reinforced concrete beam (WO) deficient in shear
and strengthened in shear using GFRP side plates covering more than the whole
shear spans, as shown in Figure 6.P.6. The experiment indicates that this beam failed
in shear at 42 kN. Compute the shear capacity after strengthening of this beam using
ACI 440.2R-08 model. The geometric and material parameters of the strengthened
beam are given in Figure 6.P.6.

P/2 P/2

150 mm

400 mm 400 mm 400 mm

37 mm

2 φ 6

150 mm

76 mm

3 φ 12

420 mm

420 mm

120 mm

37 mm

1200 mm

φ 6 mm@200 mm c/c

Beam WO

FIGURE 6.P.6

f c = 37.7 MPa, f y = 450 MPa
GFRP plate: f fu = 200 MPa, E f = 15.65 GPa, ε fu = 0.01278, t f = 3 mm, h f = 120 mm

REFERENCES
ACI 318-05. 2005. Building code requirements for structural concrete and commentary. ACI
Committee 318, Farmington Hills, MI.