A web shoe comprising a main body and a hinged flap attached to the main body via a bolt. The hinged flap rotates about the bolt relative to the main body. In the closed position the main body and hinged flap are configured to secure a pin within an opening defined by the main body and hinged flap.

Bridge construction method for a bridge formed by a series of beams placed between slabs, supported by angular profiles affixed to the beams. The method includes the steps of: fixing clips to edges of the upper surface of the beams, placing the beams on their supports, calculating the correct position of the angular profiles according to the shape or position of the beams; joining fasteners on the angular profiles, at an individual height determined according to the calculated positions; affixing the fasteners to the clips, so the angular profiles hang at the edges of the beams placing the slab on the angular profiles and casting concrete on the structure. The slabs are supported by angular profiles joined to the upper surface of the beams through a series of threaded protrusion carrying clips in said upper surface. Fasteners are joined to the clips and affixed to the angular profiles.

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.

A system of construction of composite U shaped Reinforced Concrete and Steel girders bridge deck and methods thereof are disclosed. The system consists of a plurality of steel main girders with unsymmetrical top flange plurality of cross girders being connected above bottom flange of main girders and U shaped RCC girder comprising of concrete flange above main girder, web and deck slab above cross girder. Inspection path/crash barrier provided for Rail/Road. System is adoptable upto 3 Tracks/four lane Road. In Cast in situ construction, main girders are placed over supports. Cross girders are connected and concreted. In precast construction, main girder with top slab is precast and placed over supports. Two or more cross girders with precast slab are connected to web of main girder. Concrete web portion is cast in situ.

The present disclosure relates to a segmental joint of cast-in-place UHPC bridge beam, and belongs to the field of bridge structure. The joint comprises a plurality of female joints disposed at an end of a first segment and a plurality of male joints disposed at an end of a second segment, wherein each female joints and the male joints are correspondingly connected to form a tongue-and-groove connection, and each of the male joints is of a structure with big outer part and small inner part. The beam segment joint of the present disclosure not only applies to the joint connection between the segmental cast-in-place UHPC beam segments and the construction of the segmental cast-in-place UHPC beam segment, but also to joint connection of UHPC bridge deck of UHPC-steel composite beam and of full UHPC bridge deck of UHPC composite box girder with corrugated steel webs and to UHPC bridge deck construction.

A socket assembled arch rib and an arch bridge including at least one first monomer, the first monomer includes an inner and outer tube snapped outside the inner tube, a first end of the inner tube protrudes from a first end of the outer tube to form a convex part, a second end is located in the outer tube, the outer tube is filled with concrete, and concrete forms a concave part at a second end of the outer tube for socketing the convex part of the other first monomer; for unfilled concrete area inside the CFST structure arch rib, a double-layer CFST monomer with convex and concave parts formed respectively at the end, and the adjacent monomers are connected with each other through the socket-fit of the convex and concave parts, which is convenient for the sub-monomers to fill the concrete in the steel tube, ensuring dense concrete filling.

A method for launching/constructing a bridge using assembly of a precast bottom plate and a concrete-filled steel tube truss girder, wherein a CFT truss girder and a precast bottom plate are provisionally assembled, thereby forming a segment, and then a plurality of segments are successively launched, thereby constructing a bridge.

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.

An arch bridge system including first and second side walls, a foundation, and arch beams. The first and second side walls each include side wall sections supported by the foundation and aligned along the width of the system. Adjacent side wall sections form a column therebetween that defines an interior void extending along a height of the column. A first end of each arch beam is supported at the first side wall at an upper portion of one of the columns and a second end is supported at the second side wall at an upper portion of another one of the columns. Each interior void has reinforced concrete forming cast-in-place columns defining rigid, fixed, monolithic connections between the foundation, the first and second side walls, and the plurality of arch beams. A method of producing an arch bridge system is also disclosed.

The present invention relates to a method for launching/constructing a bridge using assembly of a precast bottom plate and a concrete-filled steel tube truss girder, wherein a CFT truss girder and a precast bottom plate are provisionally assembled, thereby forming a segment, and then a plurality of segments are successively launched, thereby constructing a bridge.