CN217869978U

CN217869978U - Steel-concrete combined bridge deck and wet seam structure thereof

Info

Publication number: CN217869978U
Application number: CN202222156241.8U
Authority: CN
Inventors: 李伟
Original assignee: Shandong Taishan Road And Bridge Engineering Group Co ltd
Current assignee: Shandong Taishan Road And Bridge Engineering Group Co ltd
Priority date: 2022-08-16
Filing date: 2022-08-16
Publication date: 2022-11-22
Anticipated expiration: 2032-08-16

Abstract

The utility model discloses a steel-concrete combination decking and wet seam structure thereof to the problem that the connection efficiency is low of the tip reinforcing bar of prefabricated decking and embedded steel bar. This steel and concrete combination decking, this decking basic thickness are not more than 20 centimetres, and thicken in decking department along girder steel contact site, and the thickness of thickening is the twice of basic thickness, and has the skeleton in this decking, its characterized in that, the skeleton comprises horizontal end muscle, horizontal top muscle, annular connecting rib and guardrail structure muscle to use the steel wire ligature to become an organic whole, just horizontal top muscle is the galvanized steel pipe, and pours into high density mortar in this galvanized steel pipe. In this structure, use in the horizontal top muscle department of bridge floor and have hollow steel pipe to fill grout thick liquids in inside, for traditional steel bar structure, under the condition of equal quality, the effectual bending resistance who improves the bridge floor.

Description

Steel-concrete combined bridge deck and wet seam structure thereof

Technical Field

The utility model belongs to the technical field of the bridge joint structure, a wet seam structure of steel-concrete composite bridge particularly.

Background

The reinforced concrete combined bridge works by combining two materials, fully exerts the advantages of the compressive resistance of concrete and the tensile resistance of steel, and avoids the problems of tensile cracking of concrete and compressive instability of steel.

In the prior art, a reinforced concrete composite bridge deck is of a reinforced concrete structure, namely, a prefabricated slab is adopted. Specifically, the prefabricated bridge deck is hoisted on the steel cross beam, and then fabricated construction is carried out.

For example: the technical scheme includes that a prefabricated steel-concrete combined bridge deck is composed of an orthotropic steel bridge deck structure and a concrete prefabricated bridge deck, preformed holes are formed in the concrete prefabricated bridge deck, shear nails are arranged at corresponding positions of the orthotropic steel bridge deck, after the prefabricated steel bridge deck is installed, the shear nails on the orthotropic steel bridge deck are inserted into the preformed holes corresponding to the concrete prefabricated bridge deck, high-strength mortar is filled into the preformed holes, so that the prefabricated concrete bridge deck and the orthotropic steel bridge deck form the combined bridge deck, and meanwhile, an epoxy bonding layer is laid on a steel-concrete interface and used for leveling and sealing the steel-concrete interface, and durability of the combined bridge deck is improved.

The precast bridge deck slab in the technology is still a reinforced concrete slab, and the problems of cracking of a concrete bridge deck, complex construction and the like exist.

The CN111074774A discloses a replaceable steel-concrete composite bridge deck, which comprises a steel-concrete composite bridge deck, high-strength bolts and a steel main beam, wherein grooves for accommodating the high-strength bolts are reserved on the steel-concrete composite bridge deck, and the steel-concrete composite bridge deck is connected with the steel main beam through the high-strength bolts; namely, the technology adopts the high-strength bolt connecting piece to replace the common welding seam connection, realizes the replaceability of the steel-concrete combined bridge deck, and has the advantages of reducing the dismantling cost, shortening the construction period and not influencing the performance of the main structure. But the bolt connection has the problem that the bolt connection is loosened.

Thus, current prefabricated bridge decks suffer from one or more of these technical drawbacks.

SUMMERY OF THE UTILITY MODEL

In order to solve the not enough of prior art, the utility model discloses the problem that the connection efficiency is low to the tip reinforcing bar of prefabricated decking and embedded bar to and improve the technical problem of prefabricated decking intensity, provide a novel design theory.

The utility model provides a technical scheme that its technical problem adopted does:

the steel-concrete combined bridge deck slab has a basic thickness not more than 20 cm, is thickened at the bridge deck slab along the contact part of the steel beam, has a thickness twice of the basic thickness, and is provided with a framework inside,

the framework is composed of a transverse bottom rib, a transverse top rib, an annular connecting rib and a guardrail structure rib, and is bound into a whole by using steel wires, the transverse top rib is a galvanized steel pipe, and high-density mortar is poured into the galvanized steel pipe.

Furthermore, the galvanized steel pipe is a steel pipe with the diameter of phi 40.

Further, the transverse bottom rib and the bottom surface of the bridge deck are bent transversely with the same contour.

Furthermore, the annular connecting rib is of a closed structure, and two ends of the annular connecting rib form a closed lap joint rib (31).

Furthermore, a secondary pouring space (01) which penetrates through the bridge deck up and down is arranged in the thickened design center position of the bridge deck.

Furthermore, a steel strand channel is arranged in the bridge deck along the bridge direction of the bridge deck.

The wet seam structure of steel and concrete combination decking includes along the decking of laying in the same direction as the bridge, its characterized in that through confined overlap joint muscle overlap joint between two adjacent decking to interlude the steel reinforcement cage in the closed ring of two overlap joint muscle that intersect each other, form the hasp structure, and carry out concrete placement in the overlap joint department, and, the decking has the skeleton, the skeleton comprises horizontal end muscle, horizontal top muscle, annular connector rib and guardrail structure muscle to use the steel wire ligature to become an organic whole, just horizontal top muscle is the galvanized steel pipe, and pours high density mortar into this galvanized steel pipe.

Furthermore, a secondary pouring space which penetrates through the bridge deck is arranged in the center of the thickened design portion of the bridge deck and is used for being matched with the reserved anti-shearing rivets on the steel beams, and connection is formed in a secondary concrete pouring mode.

Furthermore, a steel strand channel is arranged in the bridge deck along the bridge direction, and the steel strands (70) are used for prestress connection of the bridge decks along the bridge direction.

Furthermore, two ends of the steel strand are respectively positioned in secondary pouring space windowing spaces of the bridge deck plates (00) corresponding to the two adjacent piers.

The utility model has the advantages that:

in this structure, use in the horizontal top muscle department of bridge floor and have hollow steel pipe to fill grout thick liquids in inside, for traditional steel bar structure, under the condition of equal quality, the effectual bending resistance who improves the bridge floor.

The structure has positive improvement measures for the rapid construction of the prefabricated bridge deck and is described in detail by combining with specific embodiments.

Drawings

Fig. 1 is a perspective view of the present invention.

FIG. 2 is a sectional view taken along line A- -A in FIG. 1.

FIG. 3 is a sectional view taken along line B- -B of FIG. 1.

FIG. 4 is a cross-sectional view taken along line C- -C in FIG. 1.

Fig. 5 is a diagram of a decking lap joint.

Fig. 6 is a connection diagram of the bridge deck and the bridge pier.

Figure 7 is a grout sleeve connection.

Fig. 8 is a prestress connection diagram of steel strands.

In the figure:

00 bridge deck slab, 01 secondary pouring space,

10 of the transverse bottom rib, and the transverse bottom rib,

20 transverse top ribs are arranged on the upper surface of the steel plate,

30 annular connecting ribs, 31 lap joint ribs,

40 the construction of the guardrail is reinforced,

50 the structure of the lock catch is adopted,

60 the grouting sleeve is arranged on the outer wall of the sleeve,

70 steel strand.

Detailed Description

The implementation process of the embodiment mainly solves the following technical defects:

defect one

And the bending strength of the prefabricated bridge deck on the wide width is poor. The existing prefabricated bridge deck is covered in a wide width direction, for example, a common urban viaduct, such as a 20-meter wide bridge deck. In the hoisting and transportation process, the bridge deck is easy to crack from the middle.

Defect two

The problem that the connection efficiency of the prefabricated bridge deck and the prefabricated bridge deck adopting the steel bar connecting sleeve is low in the assembly type construction process.

The construction technology of the reinforced concrete composite bridge is a high-performance bridge structure form capable of realizing rapid assembly of bridges, and also meets the industrial standardization and industrialization targets.

In the present embodiment and the prior art, a concrete pier is used as a pier, a steel structure is used as a cross beam (in the bridge direction) and a longitudinal beam, which are called a steel beam, and an anti-seismic support is used between the steel beam and the pier for supporting.

The bridge deck is one of the road surface structures and mainly bears rolling compaction of vehicles coming and going, and the connection between the bridge decks of the prefabricated slabs usually adopts a wet joint connection mode, namely, after the wet joints are erected and poured, the shearing force and bending moment are transmitted by using wet joint reinforcing steel bars reserved when adjacent bridge decks are prefabricated. The connection mode is that the steel bar connecting sleeve is connected. In actual research, the phenomenon that overlapping steel bars of adjacent bridge deck plates are not aligned is generally found in construction, so that the connection efficiency of the steel bar connecting sleeve is low.

In the embodiment, a steel-concrete combined bridge deck and a structure thereof are provided, and the bridge deck adopts a steel-concrete structure, and specifically comprises a framework and a concrete filling body.

Referring to fig. 1 to 8, the bridge deck is a whole deck with a thickness of no more than 20 cm, and is designed to be locally thickened, specifically, the thickened deck is designed to be thickened along the contact portion of the steel beam, in this embodiment, the thickness of the thickened deck is about twice the basic thickness, i.e., about 40 cm, and a structure with gradually changed thickness is adopted.

The framework is composed of a transverse bottom rib, a transverse top rib, an annular connecting rib and a guardrail structure rib, wherein the guardrail structure rib is an auxiliary structure and used for building the bridge deck guardrail at the later stage.

In this embodiment, the transverse bottom rib 10 is formed by a steel bar of phi 20 (mm) and has the same profile as the bottom surface in the transverse direction, the transverse top rib 20 is made of a galvanized steel pipe, and the phi 40 hollow steel pipe has the same flatness as the bridge deck.

Annular splice bar 30 adopts phi 20 (mm) reinforcing bar to bend and forms a mouthful style of calligraphy enclosed construction, and tie up the mode of perhaps laser spot welding through the steel wire with foretell horizontal end muscle, horizontal top muscle is connected and is formed integratively, particularly, the horizontal top muscle of many parallels forms the top, horizontal end muscle forms the bottom, form by horizontal end muscle, horizontal top muscle, the cage structure that annular splice bar constitutes, and pour the concrete, pour the completion back, only the both ends of annular splice bar form confined overlap joint muscle 31, be used for the overlap joint between adjacent.

The transverse top rib 20 is a galvanized steel pipe, and high-density mortar is poured into the galvanized steel pipe and densely filled. The use of the steel pipe improves the transverse bending strength of the bridge deck slab, and effectively solves the damage of the bridge deck slab in the hoisting and transporting processes.

The above-mentioned guardrail construction bars 40 are attached to both sides of the reinforcement cage.

In the forming process, the middle of the bridge deck panel 00, specifically, the secondary pouring space 01 which penetrates up and down is arranged in the center of the thickened design portion, and the secondary pouring space is used for being matched with the reserved anti-shearing rivets on the steel beam and forming connection in a secondary concrete pouring mode. Here for form between girder steel and the decking and be connected, both can prevent the transverse ascending shear movement of decking, also can prevent to topple.

Through the 31 overlap joints of confined overlap joint muscle between two adjacent decking to interlude the steel reinforcement cage in the closed ring of two overlap joint muscle that intersect each other, form hasp structure 50, carry out secondary concrete placement at this final place and form the wet joint structure, accomplish the laying of polylith decking on the girder steel.

Further, the both sides at two adjacent decking 00 are designed for open straight muscle, form the overlap joint muscle, adopt secondary grout sleeve 60 to carry out dry construction in actual construction and connect, accomplish the connection of two decking, carry out secondary concrete placement at this final place and form wet joint structure, accomplish the laying of polylith decking on the girder steel.

Further, inside the decking, specifically, there is the steel strand wires passageway along the built-in direction of the bridge of decking in the bridge of, assembles the back with a plurality of decking, uses steel strand wires 70 to carry out prestressing force to a plurality of decking in the direction of the bridge for the decking is connected and is formed integratively.

The two ends of the steel strand are respectively positioned in the secondary pouring space 01 windowing space of the bridge deck plate 00 corresponding to the two adjacent piers, and form anchoring and prestress connection, so that the connecting force of the bridge deck plate is increased along the bridge direction.

The above-mentioned embodiments are merely illustrative of the preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, and various modifications and improvements of the present invention may be made by those skilled in the art without departing from the spirit of the present invention.

Claims

1. A steel-concrete composite bridge deck, the basic thickness of which is not more than 20 cm, and the thickness of which is twice of the basic thickness, is thickened at the bridge deck along the contact part of steel beams, and a framework is arranged in the bridge deck, is characterized in that,

the framework is composed of a transverse bottom rib, a transverse top rib, an annular connecting rib and a guardrail structure rib, steel wires are bound and connected, the transverse top rib (20) is a galvanized steel pipe, and high-density mortar is poured into the galvanized steel pipe.

2. The steel-concrete composite decking of claim 1, wherein the galvanized steel pipe is a phi 40 steel pipe.

3. The steel-concrete composite bridge deck according to claim 2, wherein the transverse bottom ribs (10) are bent transversely with the same contour as the bottom surface of the bridge deck.

4. The reinforced concrete composite bridge deck according to claim 3, wherein the annular connecting rib is of a closed structure, and both ends of the annular connecting rib form closed lap ribs (31).

5. The steel-concrete composite bridge deck according to claim 1, wherein a secondary pouring space (01) penetrating up and down is arranged at the thickened designed central position of the bridge deck (00).

6. The steel-concrete composite bridge deck according to claim 1, wherein a steel strand channel is arranged in the bridge deck along the bridge direction of the bridge deck.

7. A wet joint structure of a steel-concrete composite bridge deck, comprising bridge decks laid along a bridge direction, wherein two adjacent bridge decks are overlapped by a closed overlapping rib (31), and a reinforcement cage is inserted into a closed ring of two overlapping ribs crossing each other to form a locking structure (50), and concrete is poured at the overlapped portion, and,

the bridge deck is provided with a framework, the framework is composed of a transverse bottom rib, a transverse top rib, an annular connecting rib and a guardrail structure rib, the transverse bottom rib, the transverse top rib, the annular connecting rib and the guardrail structure rib are bound into a whole by using steel wires, the transverse top rib (20) is a galvanized steel pipe, and high-density mortar is poured into the galvanized steel pipe.

8. The wet seam construction of the steel-concrete combined bridge deck slab as claimed in claim 7, wherein a secondary casting space (01) which penetrates up and down is arranged at the center of the thickened design part of the bridge deck slab (00), and the secondary casting space is used for being matched with the reserved anti-shearing rivets on the steel beam and forming connection in a secondary casting concrete mode.

9. The wet joint structure of the steel-concrete composite bridge deck plate as claimed in claim 8, wherein a steel strand channel is arranged in the bridge deck plate along the bridge-wise direction of the bridge deck plate, and the steel strands (70) are used for carrying out prestress connection on a plurality of bridge deck plates along the bridge-wise direction.

10. The wet seam construction of the steel-concrete combined bridge deck slab as claimed in claim 9, wherein two ends of the steel strand are respectively positioned in the secondary pouring space windowing space of the bridge deck slab (00) corresponding to two adjacent piers.