The reinforcement of a r.c. building for council housing estate dated back to the early 60’s has been achieved by using SCC walls and steel columns at the ground floor, preceded by temporary brick pillars for structural deficiency to vertical loads. The shape of the building is rectangular with size of 37 m x 11 m and a height of 16 m, supported by r.c. columns whose section is about 25cm x 25cm and 30cm x 35cm, made up of material with poor mechanical properties. At the ground level, the lateral load bearing capacity is assured by the clay unit walls of both stairwells together with the poor load capacity of the columns. The SCC walls have been realized first by placing steel columns on both sides of the existing pillars and, after removal of the temporary brick piers, by merging the steel columns in the cast of the new walls. The load bearing condition of clay units outer walls of the upper floors and of the stairwells are assessed with a 2-D plate model. Foundations have been reinforced to transmit the collapse performances of the wall and the top of the wall has been connected to the upper floor in order to receive the shear force.
Consolidamento sismico di un edificio in c.a. a pilotis anni’60 con setti in c.a. e colonne di presidio in acciaio
SASSU, MAURO;
2011-01-01
Abstract
The reinforcement of a r.c. building for council housing estate dated back to the early 60’s has been achieved by using SCC walls and steel columns at the ground floor, preceded by temporary brick pillars for structural deficiency to vertical loads. The shape of the building is rectangular with size of 37 m x 11 m and a height of 16 m, supported by r.c. columns whose section is about 25cm x 25cm and 30cm x 35cm, made up of material with poor mechanical properties. At the ground level, the lateral load bearing capacity is assured by the clay unit walls of both stairwells together with the poor load capacity of the columns. The SCC walls have been realized first by placing steel columns on both sides of the existing pillars and, after removal of the temporary brick piers, by merging the steel columns in the cast of the new walls. The load bearing condition of clay units outer walls of the upper floors and of the stairwells are assessed with a 2-D plate model. Foundations have been reinforced to transmit the collapse performances of the wall and the top of the wall has been connected to the upper floor in order to receive the shear force.
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