Western High Speed Diameter

Launching plan for the metal viaducts of the Yard 3.1

Category: Launchings
Services: Final design during launching
Period: October 2014 – February 2015
Client: VCS Monthaz – Astaldi

La nuova tangenziale esterna di San Pietroburgo è un’opera di dimensioni ciclopiche che nasce per risolvere il congestionamento del traffico stradale nel centro città: l’orografia della città, costituita da un agglomerato di isole collegate fra loro da ponti stradali, ha reso necessario il ricorso a un tracciato esterno alternativo alla viabilità ordinaria, realizzato in buona parte direttamente sul mare.

La nuova tangenziale esterna di San Pietroburgo è un’opera di dimensioni ciclopiche che nasce per risolvere il congestionamento del traffico stradale nel centro città: l’orografia della città, costituita da un agglomerato di isole collegate fra loro da ponti stradali, ha reso necessario il ricorso a un tracciato esterno alternativo alla viabilità ordinaria, realizzato in buona parte direttamente sul mare.

Dei quasi 12 km costituenti la sezione centrale del WHSD, oggetto del presente appalto, quasi 10 sono costituite da strutture off shore: 2 ponti strallati, un tunnel sotterraneo e una serie di impalcati a travata realizzati direttamente in mare e per tale ragione montati con varo frontale.
L’oggetto del nostro intervento ha riguardato i viadotti stradali in struttura mista della carreggiata sinistra e destra per la Yard 3.1, realizzati con travate continua di 5 campate e luci pari a 105 m x 4 + 108 m. Le attività svolte hanno riguardato la validazione del progetto esecutivo di varo fornito dal general contractor e la redazione del piano di varo da utilizzare operativamente in cantiere durante le fasi di assemblaggi e varo. Abbiamo poi fornito assistenza al cantiere per l’approvazione della documentazione a corredo del varo e durante le fasi di varo e di calaggio degli impalcati metallici.

Dei quasi 12 km costituenti la sezione centrale del WHSD, oggetto del presente appalto, quasi 10 sono costituite da strutture off shore: 2 ponti strallati, un tunnel sotterraneo e una serie di impalcati a travata realizzati direttamente in mare e per tale ragione montati con varo frontale.
L’oggetto del nostro intervento ha riguardato i viadotti stradali in struttura mista della carreggiata sinistra e destra per la Yard 3.1, realizzati con travate continua di 5 campate e luci pari a 105 m x 4 + 108 m. Le attività svolte hanno riguardato la validazione del progetto esecutivo di varo fornito dal general contractor e la redazione del piano di varo da utilizzare operativamente in cantiere durante le fasi di assemblaggi e varo. Abbiamo poi fornito assistenza al cantiere per l’approvazione della documentazione a corredo del varo e durante le fasi di varo e di calaggio degli impalcati metallici.

IL PROGETTO

Conoscenza dei sistemi di montaggio.

In ragione di un varo attuato interamente su pile situate in riva al mare, il montaggio è stato particolarmente complesso su molti fronti, legati:

  • alla logistica del cantiere
  • alla tipologia di impalcato varato di punta nonostante un tracciato planimetrico in doppia clotoide
  • alla tipologia di attrezzature previste dal progetto di varo del GC, ossia rulliere idrauliche per l’adattamento alla variabilità della livelletta e la pesatura delle reazioni dotate anche di sistemi di traslazione in orizzontale per assecondare l’andamento planimetrico del tracciato.

Le attività di validazione del progetto hanno consentito da un lato di verificare la correttezza delle assunzioni fatte nel progetto del GC e dall’altro di completare le parti in cui tale progetto non forniva le informazioni necessarie al cantiere per le procedure operative e di controllo delle diverse fasi di avanzamento del treno di varo.

La conoscenza approfondita dei sistemi di varo e delle relative attrezzature ci ha permesso di tradurre in elaborati operativi per il cantiere le informazioni del progetto di varo, mettendo a disposizione dell’equipe di montaggio un documento esaustivo delle procedure operative e dei processi di controllo durante le fasi di varo, in cui si evidenziano le operazioni e i passaggi più critici e si integrano le procedure nelle parti in cui il progetto del GC non risultava esaustivo.

17 March 2021

Bridge over the Ombrone River

Erection design of a cycle-pedestrian on the river Ombrone.

Category: Erections
Services: Final Design
Period: June 2014 – October 2014
Client: Bit S.p.a.
Amount: 1.399.601,87 € (Categories IXb, IXc, VIa)

The final design of a steel arched cycle-pedestrian walkway. The deck is made with two lateral beams, supported by the tubular arches by means of a suspension system, with hangers converging towards the center.

The final design of a steel arched cycle-pedestrian walkway. The deck is made with two lateral beams, supported by the tubular arches by means of a suspension system, with hangers converging towards the center.

The main deck beams, made with a C-shaped cross section composed of bent metal sheets by welding, are connected with metal crosspieces in a double T section of variable height, tapered at the connection to the chain beam and arranged at the pitch of the hangers, i.e. every 2 m.

The main deck beams, made with a C-shaped cross section composed of bent metal sheets by welding, are connected with metal crosspieces in a double T section of variable height, tapered at the connection to the chain beam and arranged at the pitch of the hangers, i.e. every 2 m.

The hangers are made with full locked coil ropes with a theoretical diameter of 20 mm connected to the deck with an adjustable fork terminal and to the arch with a fixed fork terminal.

The hangers are made with full locked coil ropes with a theoretical diameter of 20 mm connected to the deck with an adjustable fork terminal and to the arch with a fixed fork terminal.

The decking is made with a 12 cm thick corrugated sheet slab resisting in the longitudinal direction between two transverse beams.

The decking is made with a 12 cm thick corrugated sheet slab resisting in the longitudinal direction between two transverse beams.

The main geometric features of the work are:
• Walkway span approx.72 m
• Height of the arches about 15.00 m
• Effective deck width m 3.50

The main geometric features of the work are:
• Walkway span approx.72 m
• Height of the arches about 15.00 m
• Effective deck width m 3.50

17 March 2021

Cité Musicale

Assembly of the metal structures for the roof of the auditorium

Category: Erections
Services: Final Design
Period: January 2015 – July 2015
Client: Cordioli S.p.a. Bouygues Batiment
Value: approximately €1,200,000.00 ( Category IXb )

Final design of the assembly of the metal structures of the auditorium roof, including the study of the effects of the assembly sequence on the assembly structures and the study of the assembly equipment with particular attention to the temporary piers to be used to support the trussed beams, the transverse temporary retainers and longitudinal elements and the elements for distributing the loads at the base of the temporary towers.

Final design of the assembly of the metal structures of the auditorium roof, including the study of the effects of the assembly sequence on the assembly structures and the study of the assembly equipment with particular attention to the temporary piers to be used to support the trussed beams, the transverse temporary retainers and longitudinal elements and the elements for distributing the loads at the base of the temporary towers.

Study of the storage and assembly and lifting sequence of elementary segments of lattice beams.

Study of the storage and assembly and lifting sequence of elementary segments of lattice beams.

17 March 2021

Bologna exhibitions – New Pavilion 37

Erection design of the fixed and moving part of the cover.

Category: Erections
Services: Final Design
Period: November 2019 – May 2020
Client: Cimolai s.p.a.

The roof of Pavilion 37 has plan dimensions of 80.8 m x 184 m and height of 23m and is entirely made with spatial lattices in metal carpentry.

The roof of Pavilion 37 has plan dimensions of 80.8 m x 184 m and height of 23m and is entirely made with spatial lattices in metal carpentry.

The fixed roof is made up transversely of main trusses, trusses with variable height from 2.8 m to 7 m span 72.8 m at a center distance of 36 m, by longitudinal secondary trusses.

The fixed roof is made up transversely of main trusses, trusses with variable height from 2.8 m to 7 m span 72.8 m at a center distance of 36 m, by longitudinal secondary trusses.

The mobile roof covers the central portion and consists of two spatial trussed structures with plan dimensions of 18×180 m which slide on the fixed roof by means of roller conveyors resting on runways fixed on the main trusses. First, the main trusses were assembled near the final site and raised by tandem lift, and then the secondary trusses.

The mobile roof covers the central portion and consists of two spatial trussed structures with plan dimensions of 18×180 m which slide on the fixed roof by means of roller conveyors resting on runways fixed on the main trusses. First, the main trusses were assembled near the final site and raised by tandem lift, and then the secondary trusses.

Once the fixed cover was completed, the semi-mobile cover, divided into 5 segments, was lifted by crane and moved to its final position by means of a strand jack using final rollers and rails. To restore the congruence of the mobile cover, appropriate constraints were applied by means of jacks on supporting alignments.

Once the fixed cover was completed, the semi-mobile cover, divided into 5 segments, was lifted by crane and moved to its final position by means of a strand jack using final rollers and rails. To restore the congruence of the mobile cover, appropriate constraints were applied by means of jacks on supporting alignments.

17 March 2021

Transport structure of the toroidal magnets for the nuclear fusion project “ITER”

Detailed and construction design of the steel transport structure.

Category: Special Equipment
Services: Detailed and Construction Design
Period: July 2017 – December 2017
Client: OMBA – ASG Superconductors
Amount: approx. €300,000

A toroidal magnetic field was realised for the international nuclear fusion project “ITER” to ensure the confinement of nuclear plasma. Each of the 10 magnets to be produced consists of a bundle of superconducting cables (total length 5.5km and weight 120t) inserted in a metallic case, with a total weight of 300 tons and a size of 9x16m.

A toroidal magnetic field was realised for the international nuclear fusion project “ITER” to ensure the confinement of nuclear plasma. Each of the 10 magnets to be produced consists of a bundle of superconducting cables (total length 5.5km and weight 120t) inserted in a metallic case, with a total weight of 300 tons and a size of 9x16m.

For transporting the magnet, a special support structure has been developed to guarantee both diffuse rigid support and shock protection.

For transporting the magnet, a special support structure has been developed to guarantee both diffuse rigid support and shock protection.

The structure is made up of two double longitudinal and transverse walls that create a safe envelope; between the coupled walls, made with solid web I-beams, there is a series of saddles supported by secondary beams connected to the walls.

The structure is made up of two double longitudinal and transverse walls that create a safe envelope; between the coupled walls, made with solid web I-beams, there is a series of saddles supported by secondary beams connected to the walls.

In addition, the load-bearing structure was designed according to the different assembly and transport phases: the main walls are made up of two superimposed I sections that can therefore be dismantled into an upper part and a lower part. The structure can also be divided into smaller segments, to allow a “standard” transportation of the framework which must return to the workshop several times.

In addition, the load-bearing structure was designed according to the different assembly and transport phases: the main walls are made up of two superimposed I sections that can therefore be dismantled into an upper part and a lower part. The structure can also be divided into smaller segments, to allow a “standard” transportation of the framework which must return to the workshop several times.

16 March 2021

Marghera Naval Workshop

Detailed design of the steel structures above ground of the hangar.

Category: Industrial Buildings
Services: Final detailed design
Period: April 2019 – December 2019
Client: Fincantieri Infrastructure

Design of the metal structure of a hangar used as a naval workshop for the expansion of the Naval Workshop on the North-West side of the shipyard of the Marghera (VE) plant. The intervention occupies a total area of approximately 44,000 square meters, of which 7,800 square meters dedicated to the new workshop and the remainder intended for the yard where the pre – assembly areas are to be built.

Design of the metal structure of a hangar used as a naval workshop for the expansion of the Naval Workshop on the North-West side of the shipyard of the Marghera (VE) plant. The intervention occupies a total area of approximately 44,000 square meters, of which 7,800 square meters dedicated to the new workshop and the remainder intended for the yard where the pre – assembly areas are to be built.

The building consists of a single- storey portal structure with a rectangular plan with dimensions of approximately 145.00 x 57.70 m and a height of approximately 21.20 m from the finished internal floor to the ridge of the roof. The building is divided into two structural parts, perfectly symmetrical, separated by an expansion joint. From the point of view of the overall static scheme, the portals are hinged to the foot in longitudinal direction in order to create a longitudinal pendular scheme whose stabilization is guaranteed by longitudinal cross braces.

The building consists of a single- storey portal structure with a rectangular plan with dimensions of approximately 145.00 x 57.70 m and a height of approximately 21.20 m from the finished internal floor to the ridge of the roof. The building is divided into two structural parts, perfectly symmetrical, separated by an expansion joint. From the point of view of the overall static scheme, the portals are hinged to the foot in longitudinal direction in order to create a longitudinal pendular scheme whose stabilization is guaranteed by longitudinal cross braces.

At an altitude of 11.40 m there is a runway supporting two overhead cranes: a hook crane with a capacity of 20 tons and a magnetic traverse crane with a capacity of 19 tons. The runway has a welded I-section with variable height. The side walls are made with a secondary framing placed horizontally with a vertical center distance of about 2500 mm directly supported by the transversal portals and by intermediate curtain walls mullions.

At an altitude of 11.40 m there is a runway supporting two overhead cranes: a hook crane with a capacity of 20 tons and a magnetic traverse crane with a capacity of 19 tons. The runway has a welded I-section with variable height. The side walls are made with a secondary framing placed horizontally with a vertical center distance of about 2500 mm directly supported by the transversal portals and by intermediate curtain walls mullions.

12 March 2021

Grand Ethiopian Reinessance Dam Project

Design of the hangars for Power Unit 9-10 and Erection Bay 2 of the new dam on the Blue Nile.

Category: Industrial Buildings
Services: Final detailed design
Period: August 2015 – November 2015
Client: MBM s.p.a. Salini Impregilo s.p.a.
Amount: approximately € 16,800,000.00 (Category IXb)

Design of the metal structures of the two warehouses that make up the support for the runways and the roofing of the buildings of PH 9-10 and EB 2 on the River Bank.

Design of the metal structures of the two warehouses that make up the support for the runways and the roofing of the buildings of PH 9-10 and EB 2 on the River Bank.

The structures are built in two statically independent blocks, with a total surface of approximately 4400 square meters and consist of a succession of single-nave portals 26 m wide and 27 m high, arranged at a distance of 13 m.

The structures are built in two statically independent blocks, with a total surface of approximately 4400 square meters and consist of a succession of single-nave portals 26 m wide and 27 m high, arranged at a distance of 13 m.

The roof is made with trussed beams arranged at a distance of 6.50 m, supported by bayonet columns which also act as a support for the runways for the operation of two overhead cranes of 500 t each.
The runways are made with welded I-section beams with a height of 2.00 m and a span of approximately 13 m.
Final design of the single- storey buildings adjacent to the warehouses, called Ventilation and Entrance Buildings, which develop a total area of about 800 square meters.

The roof is made with trussed beams arranged at a distance of 6.50 m, supported by bayonet columns which also act as a support for the runways for the operation of two overhead cranes of 500 t each.
The runways are made with welded I-section beams with a height of 2.00 m and a span of approximately 13 m.
Final design of the single- storey buildings adjacent to the warehouses, called Ventilation and Entrance Buildings, which develop a total area of about 800 square meters.

12 March 2021

Caselle Open Mall

Final design of the mall buildings.

Category: Civil buildings
Services: Final designì
Period: January 2019 – July 2020
Client: R&P Engineering s.r.l.

The new shopping centre “Caselle Open Mall” (COM) will be built in the municipality of Caselle Torinese, near the international airport of the same name. The design covers a total area of approximately 320,000 square meters and includes the construction of commercial areas for approximately 113,000 square meters and approximately 8,000 parking spots (including 7,300 covered).
Our mission covered the structural design of buildings, foundations, glass and steel roofs and connecting walkways.
All the tertiary multi-storey buildings are represented by the structural bodies that make up the “Village”, i.e. Blocks A, B, C, D, E. The Village zone is then directly linked to two other commercial macro-zones called “Food Court” (Block N) and Premium (Block M).
The Thematic Buildings (blocks F, G, H, I, L), multi-storey car parks (SQM and M3), office buildings (block S) and the Energy Centre are also part of the complex.

The new shopping centre “Caselle Open Mall” (COM) will be built in the municipality of Caselle Torinese, near the international airport of the same name. The design covers a total area of approximately 320,000 square meters and includes the construction of commercial areas for approximately 113,000 square meters and approximately 8,000 parking spots (including 7,300 covered).
Our mission covered the structural design of buildings, foundations, glass and steel roofs and connecting walkways.
All the tertiary multi-storey buildings are represented by the structural bodies that make up the “Village”, i.e. Blocks A, B, C, D, E. The Village zone is then directly linked to two other commercial macro-zones called “Food Court” (Block N) and Premium (Block M).
The Thematic Buildings (blocks F, G, H, I, L), multi-storey car parks (SQM and M3), office buildings (block S) and the Energy Centre are also part of the complex.

The static scheme is common to all tertiary buildings and multi-storey car parks: these are multi-storey metal structures with pendular posts braced by reinforced concrete cores and blades. The deck beams are made of mixed steel-concrete section with a mixed slab on corrugated sheet.
The typical column grid for commercial buildings has dimensions of 16 x 8 m with a secondary profile at 2.5 m from centres. The multi-storey car parks have structural frames measuring 16x5m without secondary beam: the floor is made up of special 22cm high sheets resting on the main beams.
The roofs of the “Village” and the “Food Court” have glass roofs of various shapes (barrel vault, lowered dome) and sizes; they are made with tubular and reticular edge profiles to contain thrust.
The Thematic Buildings have a prefabricated reinforced concrete structure.

The static scheme is common to all tertiary buildings and multi-storey car parks: these are multi-storey metal structures with pendular posts braced by reinforced concrete cores and blades. The deck beams are made of mixed steel-concrete section with a mixed slab on corrugated sheet.
The typical column grid for commercial buildings has dimensions of 16 x 8 m with a secondary profile at 2.5 m from centres. The multi-storey car parks have structural frames measuring 16x5m without secondary beam: the floor is made up of special 22cm high sheets resting on the main beams.
The roofs of the “Village” and the “Food Court” have glass roofs of various shapes (barrel vault, lowered dome) and sizes; they are made with tubular and reticular edge profiles to contain thrust.
The Thematic Buildings have a prefabricated reinforced concrete structure.

12 March 2021

New Terminal T1 extension for the Fiumicino Airport

Final detailed design of the metal structure.

Category: Public buildings
Services: Final detailed design
Period: December 2018 – May 2019
Client: MBM

The building has a steel frame structure stiffened by metal bracings; it has two main floors at an elevation of +6.55 and +11.04, covering an area of approximately 11,000 square meters, and other secondary floors at an altitude of +14m and is structurally independent of the adjacent existing buildings.

The building has a steel frame structure stiffened by metal bracings; it has two main floors at an elevation of +6.55 and +11.04, covering an area of approximately 11,000 square meters, and other secondary floors at an altitude of +14m and is structurally independent of the adjacent existing buildings.

The framework of the floor consists of I-section profiles (rolled or welded) in mixed section with main beams connected to the posts and secondary beams resting on the main ones. The columns are made of hollow circular profiles and some of them continue up to the height of the “MERO” type roof representing its supports.

The framework of the floor consists of I-section profiles (rolled or welded) in mixed section with main beams connected to the posts and secondary beams resting on the main ones. The columns are made of hollow circular profiles and some of them continue up to the height of the “MERO” type roof representing its supports.

The typical grid of columns has an average size of 12 x 12 m with secondary beams at a distance of 2.5 to 3.5 m. The slab is made of corrugated metal sheet 75 mm high and finished by casting for a total thickness of 150 mm. Particular attention was paid to the dynamic comfort of the decks for crowd loading and to the design of the perforated beams for the passage of plants (H1000 beams with H650 holes). The elevator structures, the metal staircases and the load-bearing structures of the facades were also designed.

The typical grid of columns has an average size of 12 x 12 m with secondary beams at a distance of 2.5 to 3.5 m. The slab is made of corrugated metal sheet 75 mm high and finished by casting for a total thickness of 150 mm. Particular attention was paid to the dynamic comfort of the decks for crowd loading and to the design of the perforated beams for the passage of plants (H1000 beams with H650 holes). The elevator structures, the metal staircases and the load-bearing structures of the facades were also designed.

12 March 2021

New University residence in Viale Innovazione

Final detailed design of foundation and elevation structures.

Category: Residential buildings
Services: Final detailed design
Period: December 2016 – May 2018
Client: Stahlbau Pichler
Amount: approximately €2,100,000.00 (S03 and S04)

The university residence in Viale dell’Innovazione, at the service of Bicocca University in Milan, is made up of a single rectangular building of 18mx40m with 15 floors above ground, a ground floor and two basements, for a total of 18 constructed floors, a height of approximately 54 meters above ground and a total gross floor area of approximately 12,000 square meters.

The university residence in Viale dell’Innovazione, at the service of Bicocca University in Milan, is made up of a single rectangular building of 18mx40m with 15 floors above ground, a ground floor and two basements, for a total of 18 constructed floors, a height of approximately 54 meters above ground and a total gross floor area of approximately 12,000 square meters.

The seismic vertical structure is made up of 4 central hollow cores coupled 2 by 2 which also guarantee safe evacuation in the event of a fire.
The underground decks are entirely made of reinforced concrete (pillars, beams and solid slab).

The seismic vertical structure is made up of 4 central hollow cores coupled 2 by 2 which also guarantee safe evacuation in the event of a fire.
The underground decks are entirely made of reinforced concrete (pillars, beams and solid slab).

Starting from the first bridge above ground, the perimeter columns and beams of the bridge are made of steel characterized by a simple and functional structure. The floor is made of prefabricated hollow core slabs with finishing casting resting on the lower flange of the beams or on the core by means of anchored angular sections.

Starting from the first bridge above ground, the perimeter columns and beams of the bridge are made of steel characterized by a simple and functional structure. The floor is made of prefabricated hollow core slabs with finishing casting resting on the lower flange of the beams or on the core by means of anchored angular sections.

The cores were constructed using self-elevating formwork; it followed, with a “delay” of 3 floors, the assembly of the metal structures corresponding to a segment of columns. The hollow core slabs were then laid and the finishing casting was poured.

The cores were constructed using self-elevating formwork; it followed, with a “delay” of 3 floors, the assembly of the metal structures corresponding to a segment of columns. The hollow core slabs were then laid and the finishing casting was poured.

12 March 2021