Models for Simulating the Seismic Response of Concrete Structures - Dynamic Behavior of Concrete and Seismic Engineering - page 258

Figure 7.16. CAMUS model: mechanical diagrams of the simplified model for stiff support
and flexible support options; the dots represent the masses of the floors
Behavior along the loading sequence (CAMUS I)
The entire loading sequence has been modeled on a multi-layer discretization
basis, with a flexible support and the use of the damage model presented in section
7.4.2. As shown previously, two types of accelerograms have been used, one
representative of an earthquake far away (Nice), the other one of an earthquake
nearby (San Francisco), with a far shorter signal and higher acceleration peaks. The
earthquakes applied have been successively: Nice 0.25 g, San Francisco 1.13 g, Nice
0.4 g, Nice 0.71 g (the quoted intensity value is the peak ground acceleration).
Material parameters used for calculation were concrete : Young's modulus E =
30,000 MPa, maximum compressive strength, fc = 35 MPa, traction strength, ft = 3
MPa; steel : Young's modulus E = 200,000 MPa, elastic limit fe = 414 MPa, and
strength at failure, fr = 480 MPa).
Figure 7.17. Displacement at the top for the complete seismic sequence,
test on the left, calculation on the right