## 6 Computational Model of the Structure
### Numerical Calculation Results  
Static and dynamic analyses were carried out for several computational models that included or omitted short bracing walls between the chancel and have (Figure 21), and differed in the model for the cooperation of interior column branches.  
The short walls between the chancel and naive (Figure 21) are an important element that stiffens the building laterally. However, in the actual building, their technical condition is poor. The log joints are worn, and gaps between the elements are visible. Therefore, it was decided to conduct analyses for two different models of the structure:  
* SE-S4 model, structure without wall panels between the chancel and naive;  
Figure 21: Cross-section of the structure at the junction of the chancel and naive. P1, P2—panels stiffening the building transversely.  
Figure 20: View of the computational model of the structure: (**a**) south-east direction, (**b**) north-west direction.  
* SE-S5 model, structure with wall panels (P1, P2 in Figure 21) between the chancel and naive.  
Based on the results of the experimental modal analysis, the branches of internal columns (S1 and S2 in Figure 22) were found to operate independently. Therefore, it was decided to check whether the way these branches cooperate affects the behavior of the whole structure. In the previously mentioned models (SE-S4 and SE-S-5), the branches were assumed to be independent elements. In subsequent computational models, the column branches (Figure 22) were assumed to be rigidly connected to each other at several points along the length of the element:  
* SE-S4-RC model, structure without P1 and P2 panels, column branches connected;
* SE-S5-RC model, structure with P1 and P2 panels, column branches connected.  
Selected computational results obtained for the relevant models are shown below in the figures and summarized in the tables. Table 1 shows the values of extreme wind-induced stresses in the columns of the naive (Figures 23 and 24) obtained for the tested structural models.  
In the case of the model without stiffening panels P1 and P2 (SE-S4 model), the interconnection of the inner column branches (SE-S4-RC model) causes the greatest decrease in stress values. Figure 23 shows the distribution of stresses in the naive columns for the SE-S4 model, i.e., the model without P1 and P2 panels and without connections between column branches. For comparison, Figure 24 shows the distribution of stresses in the same naive columns for the SE-S4-RC model, i.e., the model in which there are connections between column branches.  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{**Model**} & \multicolumn{2}{c}{**South-East Wind**} & \multicolumn{2}{c}{**North-West Wind**} \\ \cline{2-5}  & \(\sigma_{max}\) & \(\sigma_{min}\) & \(\sigma_{max}\) & \(\sigma_{min}\) \\  & **[MPa]** & **[MPa]** & **[MPa]** & **[MPa]** \\ \hline SE-S4 & \(1.105\) & \(-1.111\) & \(0.220\) & \(-0.210\) \\ SE-S4-RC & \(0.957\) & \(-0.859\) & \(0.210\) & \(-0.180\) \\ SE-S5 & \(0.941\) & \(-0.833\) & \(0.200\) & \(-0.180\) \\ SE-S5-RC & \(0.910\) & \(-0.820\) & \(0.200\) & \(-0.170\) \\ \hline \hline \end{tabular}
\end{table}
Table 1: Extreme stress values in the columns of the naive.  
Figure 22: Location of multi-branch columns in the inner wall between the naive and aisle.  
The values of extreme wind-induced nodal displacements in the wave columns are shown in Table 2. The differences between the displacement values obtained for the selected computational models are almost invisible.  
Figure 23: Stress distribution in the wave columns from wind action, SE-S4 model.  
Figure 24: Stress distribution in the wave columns from wind action, SE-S4-RC model.  
As before, only in the case of the model without stiffening panels P1 and P2 (model SE-S4), the interconnection of internal column branches (model SE-S4-RC) results in a decrease in displacement values.