Civil Engineering Reference
In-Depth Information
Figure 10.7
Finite element modeling of the wall
for the primary backbone curves, including the initial stiffness, the yield point, the ultimate
strength, and the failure state in the descending branch. The hysteretic behavior provides
accurate measurements of the pinching effect, the residual displacements, the ductility and
the energy dissipation capacity in all specimens. Even the failure modes can be predicted by
the CSMM-based finite element program. In specimen FSW13 steel bars in the walls yielded
significantly prior to the concrete crushing, resulting in long yield plateaus. In contrast, in
specimen FSW12 the concrete crushed right after the steel yielded, which caused an abrupt
drop of the shear force in the descending branch.
Figure 10.8 shows that SCS was capable of capturing the ductile and brittle failure behavior
of specimens FSW13 and FSW12, respectively. In fact, the analytical and experimental results
for the other seven specimens in Table 10.2 were also in good agreement (Zhong, 2005). As
a whole, the behavior of the nine specimens show two distinct trends. First, the ductility of
the framed shear wall units decrease rapidly with the increase of vertical loads,
P
P
o
,from
0.07 to 0.46. Second, the ductility of the units increase significantly with the increase of steel
percentage,
/
ρ
w
, in the wall from 0.23 to 1.10%.
800
600
400
200
0
200
400
-600
Total Drift (mm)
FSW13 (P/P
0
=0.07,
r
w
=0.23%)
600
400
200
0
-20
-15
-10
-5
0
5
10
15
20
-20
-15
-10
-5
0
5
10
15
20
-200
-400
-600
-800
Total Drift (mm)
FSW12 (P/P
0
=0.4,
r
w
=0.23%)
Figure 10.8
Shear force - drift displacement of specimens FSW13 and FSW12
