Civil Engineering Reference
In-Depth Information
10
Application of Program SCS
to Wall-type Structures
This chapter reports the successful application of the newly developed finite element program
Simulation of Concrete Structures (SCS) to real-life concrete structures. The validity of this
application is demonstrated by correlations between analytical outcomes from SCS and phys-
ical data from testing full-scale concrete specimens subjected to monotonic or reversed cyclic
loading, or to shake table excitations.
10.1 RC Panels Under Static Load
A series of four panels (1.4
0.18 m) previously tested by Pang and Hsu (1995)
at the University of Houston were analyzed using SCS. The test panels were subjected to
monotonically increasing shear stresses until failure. The steel grids in all panels were set
parallel to the plane of pure shear, as shown in Figure 10.1. The four panels were reinforced
with the same amount of steel in the two orthogonal steel directions, but the reinforcing ratios
varied from one panel to the other. Reinforcing ratios of panels A1, A2, A3, and A4 were 0.77,
1.19, 1.79, and 2.98%, respectively. The concrete compressive strength was approximately
42 MPa and the yield stress of the reinforcing bars was approximately 460 MPa.
Since the stress conditions and the material properties were uniform throughout all panels,
it was adequate to model the entire panel using one 2-D RCPlaneStress element, as shown
in Figure 10.2. The applied load pattern and boundary conditions are defined to simulate the
pure shear on the panel. The predicted monotonic responses of panels are compared with the
experimental responses in Figure 10.3.
It is clear the SCS analysis can, indeed, accurately predict the ascending branch of panel
A1. The maximum shear stress of panel A1 appeared slightly overestimated by the analytical
results. This is because the CSMM is based on a fully smeared crack concept, but the failure
of panel A1 occurred by steel yielding in the vicinities of cracks widely spaced. The predicted
results of panels A2 and A3 agree very well with the experimental results in the whole loading
history in both the ascending and descending branches.
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1.4
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