# Three-Dimensional Reconstruction of the Early Christian Temples of the Roman Fortress of Pitiunt
## 3 Results and Discussion
The height of the apse and side aisles was equal to the width of the central aisle, and the height of the central aisle was equal to the combined width of the central and side aisles. Therefore, with a width of 7.6-7.7 m along the column axes, the central nave has a height of 10.1-10.2 m. The same height for the central aisle was obtained from the width of the middle and north aisles (along the column axes). Determining the height of the side aisles, which vary in width, was a challenge. To address this, we considered that the height should be sufficient to accommodate the continuation of the outer walls of the temple into the apse. Additionally, the roof of the side aisles should leave space for the upper windows when it meets the central roof. The height of the apse and side aisles was made approximately equal to the width of the central nave between the bases of the columns. The central nave was supported by marble columns finished with Ionic capitals. The remains of these capitals were found during excavations. The columns could reach a height of 3.9 m, based on their thickness of 0.44 m. The maximum ratio of column diameter to height rarely exceeded D:L = 1:9. In our reconstruction, the upper part of the central nave is supported by arches on the columns. [PERSON]'s mention of the discovered remains of a three-part architrave should be attributed to the construction of the altar barrier. The use of an architrave on the end of the columns would have weighed down the construction of the central nave and blocked the light from the windows of the lower tier into the central nave. To ensure the stability of the central aisle structure with such small diameter columns, it was assumed that the eastern supports should have been made in the form of massive pillars rather than columns (Figure 5). The force structure of the temple was worked out, and doubts were raised about the load-bearing capacity of the columns and the stability of the structure. In order to verify these assumptions for the design and calculation of the building structures, the CAD LIRA 2021 Build R4 software package was used. The software allows for both static and dynamic calculations, and the calculation scheme is modelled using rods (beams, columns, pillars), plates (walls, slabs), and volumetric elements. A calculation model was created for Temple No. 2 based on the proposed 3D reconstruction variant. The model was used to analyze the loads and determine the most heavily loaded elements. The strength of the temple's structures, including walls and columns, was checked using the finite element method. The calculation model (Figure 6) was based on the following assumptions: the finite elements were sized as multiples of 0.30 m, and the structure was assumed to be symmetrical. The walls were modelled using plates with thicknesses of 0.70 m for the external walls and 0.45 m for the central nave. The columns and pillars were modelled using rods with a square cross-section of 0.45 \(\times\) 0.45 m and a round cross-section of 0.44 m in diameter. The arches of the central nave were modelled with a cross-section of 0.50 \(\times\) 0.40 m. The rigidity of these elements is expressed in terms of Young's modulus, Poisson's ratio and density. Their respective values for different structural elements are provided in Table 1.  
In the calculation of the structure, we considered the weight of the building itself and the load from the tiled roof. The roof load, which takes into account the structure, was assumed to be 150 kg/m\({}^{2}\). Figure 5: Pitiunt. Reconstruction of Temple No. 2: (**A**)—Outlines of the foundation of Temple No. 2; (**B**)—plan, facades, section; (**C**)—proposed force structure of walls and roof beams. The load on the columns was calculated to be between 20.50 and 23.70 tonnes, resulting in a compressive stress of 1.89 MPa for a 40 cm diameter section. Although the compressive strength of marble ranges from 30 to 153 MPa, the marble column has a significant margin of compressive strength.