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A high-tech, earthquake resistant steel and glass roof structure for the Crowne Plaza Hotel in Caserta
The Crowne Plaza hotel in Caserta is known for its big steel and glass roofing. Being located in a zone of high seismic activity a great attention was given to the design of its roofing, which was built using the incremental launching method. The bright glass roofing of the hotel in Caserta is brought forth by the collaboration between the architectural studio, Saba, and the engineers of Redesco, who were able to transform the architectural concept into a high-tech steel and glass structure.
The Anti-Seismic Roof Structure
The roofing plan is a square and it is based on previously built four buildings. Its corners are cut because of the staircases. Large dimensions of 60x60 m and a height of 6 meters, made it necessary to have a tubular arch structure made of steel. The arches are placed at a distance of 4.5 m and another steel sub-structure supporting the rhomboidal glasses is included between the arches. As the hotel was built in a seismic zone, where the top plan seismic shifts are equal to 300 mm so according to regulations it was necessary to build a roofing that could be rigidly connected to one of the four buildings through a pre-compressed concrete system and could run free along the other three buildings.
The anchorages are composed of a horizontal frame on three sides that is made of a reticular steel structure. The aim was to balance the drifts of the arches and transfer the weight onto the top of the columns of the existing buildings. Moreover, some 300 mm gaps were created in order to leave the buildings free to swing in any direction during an earthquake. The sliding supports that make it possible to face the shifts, were implemented for this project through an upper plate bolted to the reticular steel structure, a neoprene-steel support, a PTFE disk, an anti-dust lining, an inoxidizable steel disk and the support. The steel structure is connected to the pre-compressed reinforced concrete beam through the pre-compressed cables of the steel structure.
The roofing was built with transparent and rhomboidal elements: stratified glass with outer toughened plate of 6 mm thickness and the inner plate of 4 mm thickness. A PVB plate (Polyvinyl butyral) combines the glasses. The glass plates were subjected to breaking tests: in case of distributed load, breaking took place a bit beyond 4 kN/sq meters and its effect was only on the toughened plate. Moreover, it was shown that the PVB is capable of maintaining the load of the plate after breaking for 36 hours without collapsing. Glasses lean on the main arches and on the secondary structure. Despite a structural silicon connection between glass plates, there is a high-density polyethylene support lining, which is moulded in order to collect the water that is likely to seep into the glasses.
A special study was carried out together with the EMPA of Dubendorf concerning the resistance of the roofing to hail: an estimated diameter of the hailstone hitting the roofing at high speed was determined, and then an empirical test was carried out by launching a 40 mm diameter polyamide sphere. This made it possible to establish the breaking features (the procedure was standardized for the polycarbonate roofing). The test demonstrated that breaking takes place at higher speeds and especially if the impact is at central part or at a part 10-12 mm from the free edge the roofing doesn’t break.
The Incremental Launching
The incremental launching was necessary because of the short time to build the roofing. A working platform was built and the final part of the roofing was constructed on the area where the pre-compressed concrete plate was located. Then the cross arches of the first group were built with longitudinal connections. After the launching of the first group of arches, a second group, connected to the rear part of the first one, was assembled and the group was launched in the same way until it joined the existing part. Glasses were assembled before launching in order to save time and this procedure ensured relatively safer conditions for the workers. Arches were pre-assembled on the ground.
Due to this, during launching, the structure had a one-way and cross behaviour instead of a two-way behaviour. This is the reason why pre-stressed chains and stabilizing elements were added during launching and were removed at the end of the launch.
At the end of the construction, the effect of a possible fire spreading from a hotel room, where the flames coming out of the windows can cause an increase in the temperature of the dome structure, was examined. The pattern of the fire and the temperatures produced by it were created and the resulting structural analysis showed that the arch edge was stressed beyond the elastic limit.
The control strategy was to insert a material with lesser rigidity corresponding to the resistance features of the material at the estimated temperature into the arch and to consider the adjoining elements as hinges on the two ends. The formation of plastic hinges was therefore accepted.
Gianmaria Beretta SABA
Progetto Industrie SpA
- Engineering Firm:
Eng. Gian Carlo Giuliani, Eng. Mario Eugenio Giuliani - Redesco Srl