# Integrated Deep Renovation of Existing Buildings with Prefabricated Shell Exoskeleton
## 3 Application to a Real Case Study
### Existing Building Performances in the As-Is Condition  
The case-study building is a reinforced concrete (RC) precast structure with a rectangular 25.34 \(\times\) 13.34 m\({}^{2}\) plan and a height of 7.5 m (Figure 8). From the structural point of  
Figure 7: Example of an architectural layer of the AdESA system for a typical post-World War II RC building (before and after) Reprinted with permission from ref. [33]. Copyright 2019 [PERSON]. view, the building is conceived with a perimeter of 38 \(\times\) 38 cm\({}^{2}\) columns with 6 m spacing, with corbels at mid-height for support of the intermediate edge beams and supporting the roof eave beams at the top. The intermediate edge beams support the precast cladding panels through mechanical connections via anchor channels, which inhibit the in-plane and out-of-plane displacement of the panels. The cladding panels are precast RC elements with a 2.4 m base, 8.1 m in height, and made of two RC layers (6 and 12 cm, respectively) with a sandwiched insulating layer of 4-centimeter thickness. The roof is made of RC double tees with a total height of 47 cm, 3.5-centimeter thickness of the upper flange, and a 12-meter span, without RC topping. These elements are supported by edge beams having inverted T-sections, supported on the columns, and connected to the cladding panels with the same devices as the intermediate edge beams. On the southern side of the building, an intermediate floor is located, hosting locker and storage rooms. The floor has a 5.7 \(\times\) 12.9 m\({}^{2}\) plan and is divided into two main bays with a 6-meter span. Similar to the roof, this floor is made of RC double tees with 50 cm gross height and 3.5-centimeter thickness of the upper flange. These elements are also supported by inverted T edge beams, resting on the intermediate corbels of the columns. The floor is then complemented with a cast-in-place slab with a thickness of 7 cm, to obtain a floor gross height of 50 cm, and with integrative reinforcements in the beam-column joint. The foundations are made of RC pocket connected by an RC grade slab with a thickness of 20 cm and by a perimeter wall that distributes the loads transmitted by the columns as an inverted beam. From an esthetic and architectural point of view, the facades, consisting of RC precast cladding panels and ribbon windows on the short sides, show signs of decay related to the blackening of the panels, warping, and breakage of the blind slats, and graffiti and signs of vandalism. The relevant deflection of the flat roof, covered with gravel, accumulates rainwater in the central part. In addition, the courtyard has poorly maintained green spaces and an asphalted playground that is inadequately paved and poorly equipped for outdoor activities. The 3D model obtained with the laser-scanner technique is reported in Figure 8, together with an interior view of the southern portion of the building. Figure 8: The 3D model obtained from the laser-scanner technique (**top, left**); the internal view of the southern portion of the structure with the intermediate floor (**top, right**); and the external view of the building (**bottom**). From a structural point of view, the building is an RC precast frame, with columns fixed at the base and beams hinge-connected to the columns. Being realized by double tees, the roof cannot be considered as a diaphragm but instead as a set of trusses. The intermediate floor is designed for sole gravity loads and is present in just a portion of the building; torsional effects may thus be expected in the case of earthquakes. RC cladding panels were not conceived as a lateral-load-resisting system; however, due to their high mass and stiffness and due to the low capacity of mechanical connections, they are expected to influence the structural response of the building against seismic loads.