Civil Engineering Reference
In-Depth Information
Figure 10.14
Finite element mesh of specimen RMB
displacement at the top of the wall. Reversed cyclic analyses were conducted on this mid-rise
specimen using program SCS.
This specimen was modeled using the finite element meshes, as shown in Figure 10.14.
The mesh was divided into three regions consisting of the web panel, the top beam and the
boundary elements. For simplification of the analyses, the foundation was omitted and the wall
was modeled fixed to the ground. The wall panel, the top beam and each of the columns were
modeled using 24 RCPlaneStress quadrilateral elements, 4 nonlinear beam-column elements,
and 6 nonlinear beam-column elements, respectively. The nonlinear beam-column elements
used to model the boundary elements of the specimen were similar to the ones used for
modeling the low-rise shear wall RLB in Section 10.3.2. The horizontal loads were uniformly
imposed as the nodal forces along the nodes of top beam. The horizontal loads were applied
according to a predetermined lateral displacement scheme. The displacement increment used
in the analysis was 0.01 mm.
Figure 10.15 compares the experimental and the calculated load-displacement curves for
the specimen. Compared with the experimental results, the calculated analyses accurately
predicted the load versus displacement characteristics including pre-cracking stiffness, post-
cracking stiffness, ultimate strength, residual displacement, and energy dissipation. The nearly
flat-top envelopes of the specimen, which is a typical behavior of the flexure mechanism, were
also predicted by the analyses.
10.4 Post-tensioned Precast Bridge Columns under
Reversed Cyclic Load
Two post-tensioned precast columns tested at SUNY Buffalo (Ou, 2007) were analyzed using
program SCS. Each Specimen was 5.7 m in total height and consisted of a foundation, four
