## 2 Formulation of Analytical Model
\begin{table}
\begin{tabular}{c c c} \hline
**Parameter** & **Notation** & **Value** \\ \hline Panel length & \(L_{p}\) & 4 m \\ Panel height & \(H_{p}\) & 3 m \\ Panel thickness & \(t_{p}\) & 0.11 m [15] \\ Density of SIM and masonry panel & \(\rho\)_SIM_ & 22.1 kg/m\({}^{3}\)[11] \\ Coefficient of friction of SIM units & \(\mu\)_SIM_ & 0.75 [12] \\ Column width & \(b_{c}\) & 0.3 m \\ Column depth & \(d_{c}\) & 0.3 m \\ Concrete column unit weight & \(\gamma_{c}\) & 24.5 kN/m\({}^{3}\)[15] \\ Beam width & \(b_{b}\) & 0.4 m \\ Beam depth & \(d_{b}\) & 0.4 m \\ Permanent load & \(G\) & 0.5 kPa [14] \\ Imposed load & \(Q\) & 2 kPa [14] \\ Width of slab & \(w\) & 4 m \\ Earthquake combination factor for live load & \(\Psi_{E}\) & 0.3 [14] \\ Design life of structure & - & 50 years [16] \\ Modulus of elasticity of column & \(E_{c}\), & 32,000 MPa [15] \\ Modulus of elasticity of beam & \(E_{b}\) & 33,000 MPa [15] \\ Density of column & \(\rho_{c}\) & 2281 kg/m\({}^{3}\)[15] \\ Density of beam & \(p_{b}\) & 2350 kg/m\({}^{3}\)[15] \\ Elastic modulus of SIM unit & \(E_{SIM}\) & 26,365 MPa [15] \\ \hline \end{tabular}
\end{table} 
Table 1: Key properties of bare frames, masonry panels, and loading conditions. C\({}_{\rm h}\)(T\({}_{1}\)) represents the spectral shape factor and is dependent on the fundamental period of the structure and the building's site class. The fundamental period of the structure (T\({}_{1}\)) is determined using the formula T\({}_{1}\) = 1.25 k\({}_{\rm t}\)k\({}_{\rm n}\)\({}^{0.75}\), resulting in 0.54 s for a braced frame with a building height of 10.2 m. This study incorporates two different site sub-soil classes, namely shallow soil C\({}_{\rm e}\) and deep or soft soil D\({}_{\rm e}\). The C\({}_{\rm h}\)(T\({}_{1}\)) value is interpolated to 0.54 according to Australian Standard AS1170.4-2007 based on the specific site sub-soil class [14]. S\({}_{\rm p}\)/u represents the ratio of the structural performance factor to the structural ductility factor. This factor, as stipulated in AS 1170.4-2007 [14], is designated as 0.22. The selection of this ratio is contingent upon the material properties and load-resisting mechanisms of the frames, assumed here to be reinforced concrete moment-resisting frames. W\({}_{\rm t}\) denotes the seismic weight of the structure, computed as the sum of the weights across all levels. The seismic weight (W\({}_{\rm i}\)) at each level is determined using the following Equation (2) [14]:  
\[W_{i}=\sum{\rm G}_{i}+\sum{\rm\Psi}_{E}{\rm Q}_{i} \tag{2}\]  
The calculated base shear is then distributed at each level using Equation (3) [14]. Equation (3) outlines a method for determining the lateral force acting on each level of a structure in a seismic analysis. This force is crucial for assessing the structural response to seismic forces and designing buildings to withstand such events. \[F_{i}=\frac{W_{i}h_{i}}{\sum_{j=1}^{j=n}W_{i}h_{i}}V \tag{3}\]  
where F\({}_{\rm i}\) represents the horizontal equivalent static force at the i'th level, h\({}_{\rm i}\) is the height of the level above the base of the structure, and n is the number of levels in a structure. In this study, the calculation of equivalent static forces on the structure involved three key criteria: location, importance level, and site class. Utilizing a comprehensive approach, three distinct locations, three importance levels, and two site sub-soil classes across Australasia were selected for the equivalent static analysis. The specific criteria employed for calculating equivalent static forces are detailed in Table 3. The combination of these criteria resulted in the development and analysis of 18 unique load cases for each structure, as outlined in Table 4.