Civil Engineering Reference
In-Depth Information
Figure 10.10
Finite element mesh of specimens RLN and RLB
beam. The horizontal loads were applied according to a predetermined lateral displacement
scheme. The displacement increment used in the analysis was 0.01 mm.
The observed and calculated load-displacement relationships for specimen RLB are com-
pared and shown in Figure 10.12. Compared with the experimental results, the analyses
accurately predicted the load-versus displacement characteristics including pre-cracking stiff-
ness, post-cracking stiffness, ultimate strength, residual displacement, and energy dissipation.
The envelopes including ascending and descending branches of the specimen, which show the
typical type of shear failure, were accurately predicted by the analytical results.
10.3.3 Mid-Rise Framed Shear Walls at NCREE
Now we address a mid-rise shear wall (RMB) which was tested under reversed cyclic horizontal
loading at NCREE. (Zhong, 2005). Figure 10.13 shows the height, length, and thickness of
the wall to be 4.2, 2.8 and 0.12 m, respectively. Other dimensions and reinforcements of the
specimen are also given. The properties of concrete and steel used for the specimen were
similar to the low-rise specimen RLB described in Section 10.3.2. The steel ratio for the
specimen is 0.48%. The end regions of the shear wall were provided with a 240
240 mm
boundary element having longitudinal bars and stirrups. Reversed cyclic horizontal loads
were applied on the top of the shear wall. The test procedure is controlled by the horizontal
×
Figure 10.11
Section discretization of the beam and columns of specimens RLB
