Members subjected to combined axial load and bending moment - Reinforced Concrete with FRP Bars: Mechanics and Design - page 182

r b can be calculated as:
r b = ( D- 2 c c + 1 in.)/2 = 11.5 in.
Where c c = concrete cover to the center of #8
r b / d b = 30.7
f fb = f fu = 60.0 ksi
f fv = 24.0 ksi
V f = A fv f fv d / s = 16.0 kip
And the nominal shear strength:
V n = V c + V s = 43.7 kip
ϕ V n = 32.8 kip

5.9.7 Shear walls
The in-plane shear strength of walls can be calculated similarly to columns;
however, for most cases Equation (5.58) can be simplified to obtain a more
straightforward solution. For a shear wall, the in-plane horizontal dimen-
sion, l w , is normally long enough to justify the approximation of γ = ( l w - c c )/
l w ≈ 1. Furthermore, if the total vertical reinforcement, A f , is uniformly dis-
tributed throughout l w , the parameters in Equation (5.58) can be evaluated
as ρ f 1 = 0 and ρ f 2 = A f /(2 bl w ) = ρ f /2, where b is the thickness of the wall.
Substituting these values into Equation (5.58), k can be calculated as

ρ
+ρ

n

ff

k =

(5.64)

1 n

ff

The contribution of horizontal (shear reinforcement) can be evaluated,
assuming that

d = 0.8 l w (5.65)

COMMENTARY

Mohamed et al. [33] tested GFRP RC shear walls to attain strength and drift
data. Four large-scale shear walls were constructed and failed under quasi-
static reversed cyclic lateral loading. The GFRP RC walls had different aspect
ratios covering the range of medium-rise walls. Experimental results show
that properly designed and detailed GFRP RC walls can attain their flex-
ural capacities with no strength degradation and that shear, sliding shear, and
anchorage failures can be effectively controlled. Figure 5.12 shows a GFRP RC
shear wall tested and failed under lateral cyclic loads.