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TABLE 1
REPRESENTATIVE MULTISTORY DWELLING BRICK BUILDINGS
Design parameters
Story
Story height (m)
Top story height (m)
Bay (m)
Building width (m)
Building length (m)
Outer wall thickness (cm)
Load of roof (N/m 2 )
Load of floor (~N"/m 2 )
1
4
2.7
2.8
3.3
10.3
32.2
37
3310
3790
2
6
2.7
2.7
3.9
11.2
34.6
37
3310
3790
Buildings
3
7
2.8
2.8
3.6
10.3
34.6
37
3310
3790
4
8
2.8
2.8
3.6
10.3
34.6
37
3310
3790
3 NONLINEAR SEISMIC RESPONSE ANALYSIS
The brick building model is a shear stick model. The hysteretic model used is a tnlinear model, which
is given through referring to a large number references [5], as shown in Fig.l. The details of the
formulas of stiffness and strength in this model are given in Ref. [5]. This model includes a negative
stiffness branch. In order to avoid the probable unstable phenomenon in the iteration method and
probable non-definite abnormal matrix in the variable stiffness matrix method during dealing with the
negative stiffness, we use the method of nonlinear dynamic response analysis based on pattern of
self-equilibrating stresses [5, 6] to analyze the response of multistory brick buildings.
Figure!: Hysteretic model of brick wall
Figure 2: Elasto-plastic hysteretic model
The hysteretic model used in laminated rubber bearing is an elasto-plastic hysteretic model, as shown
in Fig.2.
The earthquake ground motion input used in this analysis is the artificial ground motion [7]. The
earthquake acceleration time history is expressed as:
a(t) = \|/(t)a,(t) (1)
where, a s (t) is a stationary Gaussian process with zero mean value. ¥(t) is an envelope function