According to the method, at least one carbon fibre-reinforced polymer band is joined to the steel structure at the end regions thereof, capable of transferring tensile forces. Subsequently, at least one lifting element (7) disposed between the carbon fibre-reinforced polymer band (4) and the steel girder (3) to be reinforced in a region between these end anchorages (5), is extended substantially perpendicular to the carbon fibre-reinforced polymer band (4). So, a tensile force stress is generated between the end regions of the carbon fibre-reinforced polymer band (4). Then, a steel girder treated in such a manner includes at least one carbon fibre-reinforced polymer band, which is each joined to the steel structure (1) at the end regions thereof, capable of transferring tensile forces. In the region between these end regions, a lifting element (7) is disposed between the carbon fibre-reinforced polymer band (4) and the steel girder (3) to be reinforced, by means of which the carbon fibre-reinforced polymer band (4) is subjected to tensile stress by lifting away from the steel girder (3). The tensile force is transferred to the steel girder (3) via the anchoring elements (5).

A Bailey beam for reinforcement is composed of Bailey panels, stiffening rods, bolts, anchor bolts, a prestressing tendon and anchorages. The components of the Bailey beam are all prefabricated in a factory, and are assembled and hoisted on site. The prestressing tendon is arranged in a lower chord of the Bailey beam, and is anchored to the stiffening rods at both ends. The Bailey beam slides towards both ends during prestress tensioning. In this case, the Bailey beam is lifted as a whole, and the prestressing force is applied to a lower edge of the Bailey beam, resulting in an inverted arch of structure, closing up of cracks and a decrease in downward deflection. After the completion of the prestress tensioning, sealing is performed by fixing fillers, a sealing steel plate and injecting solidifiable materials.

A method for making a prefabricated, prestressed module includes arranging one or more steel beams atop a supporting formwork element in a direction transverse to the supporting formwork element and arranging one or more precast deck elements across the one or more steel beams to create a substantially continuous surface. The one or more precast deck elements have pockets for receiving connectors that protrude from the one or more steel beams. The method also includes arranging the supporting formwork element to allow the one or more steel beams to bend into a cambered shape to impart compressive stresses to a bottom flange of the one or more steel beams and tension stresses to a top flange of the one or more steel beams and inserting grout into the pockets to hold the cambered shape and to bond the one or more precast deck elements to the connectors and the top flange.

A method for making a prefabricated, prestressed module includes arranging one or more steel beams atop a supporting formwork element in a direction transverse to the supporting formwork element and arranging one or more precast deck elements across the one or more steel beams to create a substantially continuous surface. The one or more precast deck elements have pockets for receiving connectors that protrude from the one or more steel beams. The method also includes arranging the supporting formwork element to allow the one or more steel beams to bend into a cambered shape to impart compressive stresses to a bottom flange of the one or more steel beams and tension stresses to a top flange of the one or more steel beams and inserting grout into the pockets to hold the cambered shape and to bond the one or more precast deck elements to the connectors and the top flange.

A method for making a prefabricated, prestressed module includes arranging one or more steel beams atop a supporting formwork element in a direction transverse to the supporting formwork element and arranging one or more precast deck elements across the one or more steel beams to create a substantially continuous surface. The one or more precast deck elements have pockets for receiving connectors that protrude from the one or more steel beams. The method also includes arranging the supporting formwork element to allow the one or more steel beams to bend into a cambered shape to impart compressive stresses to a bottom flange of the one or more steel beams and tension stresses to a top flange of the one or more steel beams and inserting grout into the pockets to hold the cambered shape and to bond the one or more precast deck elements to the connectors and the top flange.

According to the method, at least one carbon fibre-reinforced polymer band is joined to the steel structure at the end regions thereof, capable of transferring tensile forces. Subsequently, at least one lifting element (7) disposed between the carbon fibre-reinforced polymer band (4) and the steel girder (3) to be reinforced in a region between these end anchorages (5), is extended substantially perpendicular to the carbon fibre-reinforced polymer band (4). So, a tensile force stress is generated between the end regions of the carbon fibre-reinforced polymer band (4). Then, a steel girder treated in such a manner includes at least one carbon fibre-reinforced polymer band, which is each joined to the steel structure (1) at the end regions thereof, capable of transferring tensile forces. In the region between these end regions, a lifting element (7) is disposed between the carbon fibre-reinforced polymer band (4) and the steel girder (3) to be reinforced, by means of which the carbon fibre-reinforced polymer band (4) is subjected to tensile stress by lifting away from the steel girder (3). The tensile force is transferred to the steel girder (3) via the anchoring elements (5).

The present invention concerns a cable anchorage comprising at least one axial channel for accommodating an elongated element with a sheathed portion and an unsheathed end portion, wherein the channel between a first channel end, proximal to a running part of the elongated element, and a second channel end equipped with immobilising device, a seal element in the channel, a stop element having an end facing said seal element which defines a shoulder, so that an axial displacement of the of the elongated element with respect to the stop element in said channel is possible up to the abutment of the end of the sheathed portion against the shoulder, creating thereby an abutment position of the elongated element in said channel.

A Bailey beam for reinforcement is composed of Bailey panels, stiffening rods, bolts, anchor bolts, a prestressing tendon and anchorages. The components of the Bailey beam are all prefabricated in a factory, and are assembled and hoisted on site. The prestressing tendon is arranged in a lower chord of the Bailey beam, and is anchored to the stiffening rods at both ends. The Bailey beam slides towards both ends during prestress tensioning. In this case, the Bailey beam is lifted as a whole, and the prestressing force is applied to a lower edge of the Bailey beam, resulting in an inverted arch of structure, closing up of cracks and a decrease in downward deflection. After the completion of the prestress tensioning, sealing is performed by fixing fillers, a sealing steel plate and injecting solidifiable materials.

Composite decks increase bridge strength and stiffness. Prestressed composite open web steel girder has added advantage of high strength cable support. Results of typical 125 m span bridges having heights of 9.0 m, 10.0 m and 12.5 m, and another 50.0 m span and 2.5 m height are given. Member stresses and bridge deflections during erection remained safe. Average steel off take for the 125 m bridge is 2.65 t/m and for the 50 m span bridge it is 1.77 t/m for limiting live load deflection of Span/800. Its reserve strength is 3.2 times service condition live load. The girders are panel wise workshop fabricated, assembled at site, jacked up or crane lifted to secure over bearings. Connection of the cross members, and onsite deck casting in parts with stage wise bottom chord prestressing is carried out. Short to long span bridges for single or multiple lanes in road, rail, metro rail, and coastal link projects are feasible.

The present invention concerns a cable anchorage comprising at least one axial channel for accommodating an elongated element with a sheathed portion and an unsheathed end portion, wherein the channel between a first channel end, proximal to a running part of the elongated element, and a second channel end equipped with immobilising device, a seal element in the channel, a stop element having an end facing said seal element which defines a shoulder, so that an axial displacement of the of the elongated element with respect to the stop element in said channel is possible up to the abutment of the end of the sheathed portion against the shoulder, creating thereby an abutment position of the elongated element in said channel.