Nonlinear Finite Element Analysis of Concrete Structures

- 128 -
305
#4 bar
#9
bars
# 2 bar
??1
4572
-A
beam 0A-2 beam A-2
Fig. 5.3-1: Geometry, loading and reinforcement arrangements for
the beam without shear reinforcement (OA-2) and the
beam with shear reinforcement (A-2).
corresponding to a reinforcement percent = 2.27%, while the com-
2
pressive steel consists of two #4 bars (nominal area = 126 mm )
corresponding to a reinforcement percent = 0.18%. Also the
stirrup reinforcement consisting of #2 bars (nominal area = 32
2
mm ) corresponds to arrangements often found in practice and the
same holds for the shear span ratio = 4.94. The trilinear approximations
to the stress-strain curves of the bars are shown in
fig. 2
Experimentally, it was observed that diagonal cracks developed
and splitting occurred at failure in the compressive zone near
1000
800
1 1
1
- is
1
• i
1 I T
# 9 bars
' 1
~ 600
a.
- 400
200
0
i
./ #4 bars
-* si # 2 bars
experimental
trilinear approximation
i • i i i i i
i 1
40 80 120 160 200
[°/oo]
Fig. 5.3-2: Reinforcement stress-strain curves. Tensile, compressive
and shear reinforcement consist of #9,
#4, and #2 bars, respectively.