CN105839534B - Steel and ultra-high performance concrete compoboard jointing and construction method - Google Patents

Abstract

The invention discloses a steel-ultra-high-performance concrete composite slab connection joint and a construction method, wherein the connection joint includes a steel bridge deck, a connecting plate connected above the steel bridge deck, and ultra-high-performance concrete poured on the steel bridge deck The connecting plate and the steel bridge deck are connected by high-strength bolts, and there are multiple longitudinal steel bars and transverse steel bars above the connecting plate, at least part of the multiple longitudinal steel bars are welded to the connecting plate, and the ultra-high performance concrete layer is clad and connected There are several shear studs fixed on the steel bridge deck, and the shear studs are densely set near the edge of the connecting plate, and the ultra-high performance concrete layer covers the shear studs. The steel-ultra-high-performance concrete composite slab connection joint has small internal stress, high local tensile strength and rigidity, and can improve the durability of the bridge structure.

Description

Steel-ultra high performance concrete composite slab connection joint and construction method

technical field

The invention belongs to the technical field of construction details and construction of bridge structures, and in particular relates to a steel-ultra-high-performance concrete composite plate connection joint and a construction method.

Background technique

In the existing long-span steel box girder bridges, many steel box girder bolted connection technologies are used. As shown in Figure 1, the bridge deck pavement layer 8 is stressed due to the weakened steel section in the bolted connection area of the steel bridge deck. Unfavorable, especially on the interface section between the bolted connection area and the non-bolted connection area, the stress concentration caused by the sudden change of the section aggravates the unfavorable force of the bridge deck pavement, making the bridge deck pavement very prone to tensile cracking, which Not only greatly reduces the service life of the bridge deck pavement, but also causes bridge deck rainwater to penetrate into the steel bridge deck 1, greatly reducing the service life of the steel girders, and ultimately affects the durability of the whole bridge.

With the development and progress of material science, ultra-high performance concrete has emerged in the field of bridge construction. Although ultra-high-performance concrete has the advantages of high tensile strength, high rigidity, and good durability, applying it to steel box girder bridges to form steel-ultra-high-performance concrete composite bridge decks can improve the stress in the bolted connection area to a certain extent , but in the section at the junction of the bolted connection area and the non-bolted connection area, the problem of sudden change in stiffness caused by a sudden change in the section is still not solved, which in turn causes stress concentration, which makes the local stress too large, the risk of cracking high, and the durability and resistance of the bridge structure. Fatigue performance is difficult to meet the requirements of normal use and other major defects still exist.

Contents of the invention

The technical problem to be solved by the present invention is to overcome the deficiencies and defects mentioned in the above background technology, and provide a steel-ultra high performance concrete combination with small internal stress, high local tensile strength and rigidity, and can improve the durability of bridge structures The board connection joint is provided, and a construction method of the connection joint is provided. The construction method has low requirements on process equipment, simple operation and strong practicability.

In order to solve the problems of the technologies described above, the technical solution proposed by the present invention is:

A steel-ultra-high-performance concrete composite slab connection joint, comprising a steel bridge deck, a connecting plate connected above two adjacent steel bridge decks, and an ultra-high-performance concrete layer poured on the steel bridge deck, the connecting plate The upper part of the bridge is provided with vertical and horizontal steel bars composed of multiple longitudinal steel bars and horizontal steel bars. The ultra-high performance concrete layer covers the connecting plate, longitudinal steel bars and horizontal steel bars. force nails, the ultra-high performance concrete layer covers the shear nails, the longitudinal steel bars are arranged above the connecting plate, at least part of the multiple longitudinal steel bars are welded to the connecting plate, and the welding position is set at Where the longitudinal bars meet the edges on both sides of the web.

For the above steel-ultra-high performance concrete composite plate connection joint, preferably, the shear studs are arranged in multiple rows, and the shear studs near the connection plate are densely arranged, and there is a gap between the shear studs close to the connection plate and the connection plate. There is a gap, the width of the gap is not less than the diameter of the transverse reinforcement, and at least one transverse reinforcement (preferably 1) is arranged in the gap.

In the above steel-ultra high performance concrete composite plate connection joint, preferably, half of the plurality of longitudinal reinforcements are welded to the connection plate.

The above-mentioned steel-ultra-high-performance concrete composite plate connection joint, preferably, the connecting plate is connected to the steel bridge deck through a plurality of high-strength bolts, and the ultra-high-performance concrete layer covers the high-strength bolts; the shear nails It is fixed on the steel bridge deck other than the connecting plate.

For the above steel-ultra high performance concrete composite slab connection joint, preferably, the longitudinal reinforcement is arranged below the transverse reinforcement.

As a general inventive concept, the present invention also provides a construction method for the above-mentioned steel-ultra-high performance concrete composite slab connection joint, comprising the following steps:

S1. On-site splicing of prefabricated steel bridge panels and connecting panels;

S2, welding a plurality of shear nails on the spliced steel bridge deck;

S3, arranging a plurality of longitudinal reinforcing bars on the connecting plate, and arranging transverse reinforcing bars on the longitudinal reinforcing bars, and welding at least part of the plurality of longitudinal reinforcing bars to the connecting plate at the edges on both sides of the connecting plate;

S4. Pouring an ultra-high-performance concrete layer on the steel bridge deck, covering the connecting plate, shear stud longitudinal reinforcement and transverse reinforcement in the pouring ultra-high-performance concrete layer, and completing the construction of the connection joint.

In the above-mentioned construction method, preferably, in the step S2, the shear studs are densely arranged close to the connecting plate, leaving a gap between the shear studs and the connecting plate.

Compared with the prior art, the present invention has the advantages of:

(1) By welding shear studs at the junction of the connection area and the non-connection area, and densely setting the shear studs near the connection plate, the ultra-high performance concrete layer and the steel bridge deck are tightly combined and jointly stressed, The local tensile strength and stiffness are improved, the stress concentration caused by the sudden change of the section is reduced, the risk of cracking is reduced, and the durability of the bridge structure is guaranteed.

(2) By welding the longitudinal reinforcement to the connecting plate, the local tensile strength and stiffness of the connecting joint are further improved to ensure the durability of the bridge structure.

(3) The connecting joint of the present invention only needs to be welded with shear nails or welded longitudinal steel bars on the connecting plate in an application, without complicated construction technology and special construction equipment, and can be completed by ordinary welding technology, and the investment in equipment is small. It is simple and easy to operate, has low requirements for labor quality and technology, has great use value and good economic benefits, and is especially widely used in the pavement and maintenance of long-span bridges using steel box girder bolting technology. prospect.

Description of drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings that need to be used in the description of the embodiments or the prior art. Obviously, the accompanying drawings in the following description are For some embodiments of the present invention, those skilled in the art can also obtain other drawings based on these drawings without creative work.

Fig. 1 is a schematic cross-sectional view of an orthotropic steel box girder integrally rigid bridge deck bolt connection area in the prior art.

Fig. 2 is a schematic top view of the connection joint of the steel-ultra-high performance concrete composite slab in Example 1 of the present invention.

FIG. 3 is a schematic cross-sectional view along the line A-A of FIG. 2 .

Fig. 4 is a schematic top view of the connection joint of the steel-ultra-high performance concrete composite slab in Example 2 of the present invention.

Fig. 5 is a schematic cross-sectional view along the line B-B of Fig. 4 .

Fig. 6 is a schematic top view of the connection joint of the steel-ultra-high performance concrete composite slab in Example 3 of the present invention.

FIG. 7 is a schematic cross-sectional view taken along line C-C of FIG. 6 .

illustration:

1. Steel bridge deck; 2. Connection plate; 3. Ultra-high performance concrete layer; 4. Shear nails; 5. Longitudinal reinforcement; 6. Transverse reinforcement; 7. High-strength bolts; 8. Bridge deck pavement.

detailed description

In order to facilitate the understanding of the present invention, the present invention will be described more fully and in detail below in conjunction with the accompanying drawings and preferred embodiments, but the protection scope of the present invention is not limited to the following specific embodiments.

It should be noted that when an element is described as being “connected” to another element, it may be directly connected to the other element, or may be indirectly connected to the other element through other intermediate connectors.

Unless otherwise defined, all technical terms used hereinafter have the same meanings as commonly understood by those skilled in the art. The terminology used herein is only for the purpose of describing specific embodiments, and is not intended to limit the protection scope of the present invention.

Example 1

A steel-ultra-high-performance concrete composite slab connection joint of the present invention, the connection joint is mainly used in the bridge deck pavement and maintenance process of long-span bridges using steel box girder bolting technology, the structural diagram of the connection joint is as follows Figure 2 and Figure 3 show. As can be seen from Figures 2 and 3, it is mainly composed of two steel bridge decks 1 at the bottom and a connecting plate 2 above the two steel bridge decks 1. The connecting plate 2 is connected to the two steel bridge decks through multiple high-strength bolts 7. 1 is connected and fixed, a plurality of longitudinal steel bars 5 are arranged above the connecting plate 2, and a plurality of transverse steel bars 6 are erected above the longitudinal steel bars 5, and a plurality of shear nails 4 are welded on the steel bridge deck 1, and the shear nails 4 are Arranged in multiple rows, and densely arranged near the connection plate 2, the local tensile strength and stiffness of the connection joint are greatly improved, the stress concentration caused by the sudden change of the section is reduced, and the risk of cracking is reduced. There is a gap between the shear stud 4 closest to the connecting plate 2 and the connecting plate 2, and the width of the gap is not less than the diameter of the transverse reinforcement 6, so that the transverse reinforcement 6 can be placed in the gap to reduce the bolt connection area and the non-bolt connection area. The local stress at the junction of the connected regions. An ultra-high-performance concrete layer 3 is integrally poured above the steel bridge deck 1, and the ultra-high-performance concrete layer 3 covers the above-mentioned connecting plate 2, shear nails 4, longitudinal reinforcement bars 5, transverse reinforcement bars 6 and high-strength bolts 7. Compared with the existing orthotropic steel box girder overall rigid bridge deck bolted joint (see Fig. 1), this connection joint has welded shear studs 4 on the steel bridge deck 1, and shear studs 4 near the connection plate 2 The force nails 4 are densely set, so that the ultra-high performance concrete layer 3 and the steel bridge deck 1 are closely combined to bear force together, ensuring the durability of the bridge structure.

A construction method for the above-mentioned steel-ultra-high-performance concrete composite slab connection joint in this embodiment specifically includes the following steps:

(1) Erection of steel girders: according to conventional steel bridge construction methods, the prefabrication of steel girders and on-site splicing (bolting) processes are carried out sequentially until the erection of steel girders is completed, and the steel bridge deck 1 and connecting plate 2 are spliced together;

(2) Welding shear nails on the steel bridge deck: Sand blast and derust the steel bridge deck 1 that has been erected and connected to ensure the surface of the steel bridge deck 1 is clean, and then weld the shear nails 4 vertically and horizontally to the steel bridge deck 1 with a welding torch. On the bridge deck 1, the shear stud 4 is intensively welded near the bolt connection area (connection plate 2), but a certain gap between the shear stud 4 and the connection plate 2 is ensured, preferably a transverse steel bar 6 can be arranged in the gap, Then remove the welding slag;

(3) Construction arrangement of longitudinal and transverse reinforcement: arrange longitudinal and transverse reinforcement on the steel bridge deck 1 that has been welded with shear studs 4 (above the connecting plate 2), the longitudinal reinforcement 5 is at the bottom, and the transverse reinforcement 6 is at the top;

(4) Pouring ultra-high-performance concrete layer: pour ultra-high-performance concrete on the steel bridge deck 1 after the construction of steps (2) and (3), and ensure that the connecting plate 2, shear nail 4, longitudinal reinforcement 5 and transverse The steel bars 6 are embedded in the ultra-high performance concrete to form the ultra-high performance concrete layer 3, that is, the construction of the steel-ultra high performance concrete composite slab connection joint in this embodiment is completed.

Example 2

A steel-ultra-high-performance concrete composite slab connection joint of the present invention, the connection joint is mainly used in the bridge deck pavement and maintenance process of long-span bridges using steel box girder bolting technology, the structural diagram of the connection joint is as follows Figure 4 and Figure 5 show. As can be seen from Figures 4 and 5, it is mainly composed of two steel bridge decks 1 at the bottom and a connecting plate 2 above the two steel bridge decks 1. The connecting plate 2 is connected to the two steel bridge decks through a number of high-strength bolts 7 1 is connected and fixed, a plurality of longitudinal steel bars 5 are arranged above the connecting plate 2, and a plurality of transverse steel bars 6 are erected above the longitudinal steel bars 5, and a plurality of shear nails 4 are welded on the steel bridge deck 1, and the shear nails 4 are Arranged in multiple rows, and densely arranged near the connecting plate 2, there is a gap between the shear stud 4 closest to the connecting plate 2 and the connecting plate 2, and the width of the gap is not less than the diameter of the transverse steel bar 6, so that Transverse reinforcement 6 is placed in the gap to reduce the local stress at the junction of the bolted area and the non-bolted area. An ultra-high-performance concrete layer 3 is integrally poured above the steel bridge deck 1, and the ultra-high-performance concrete layer 3 covers the above-mentioned connecting plate 2, shear nails 4, longitudinal reinforcement bars 5, transverse reinforcement bars 6 and high-strength bolts 7.

In this embodiment, a plurality of longitudinal steel bars 5 are arranged on the top of the connecting plate 2 without interruption in the middle, so as to improve the tensile strength and rigidity. The edge of the joint is welded and fixed with the connecting plate 2, further reducing the stress concentration of the connecting joint at the junction of the bolted area and the non-connected area, improving the local tensile strength and stiffness, reducing the risk of cracking, and ensuring the durability of the bridge structure . Preferably, half of the longitudinal reinforcement bars 5 are welded to the connecting plate 2 at the edge of the connecting plate 2 near the non-connecting area. Compared with the existing orthotropic steel box girder overall rigid bridge deck bolted joint (see Figure 1), this connection joint has welded shear studs 4 on the steel bridge deck 1, and the shear studs 4 are welded near the connection plate 2 The nails 4 are densely set, and the longitudinal steel bar 5 is welded to the connecting plate 2, which greatly improves the local tensile strength and stiffness of the connecting joint and ensures the durability of the bridge structure.

A construction method for the above-mentioned steel-ultra-high-performance concrete composite slab connection joint in this embodiment specifically includes the following steps:

(1) Erection of steel girders: according to conventional steel bridge construction methods, the prefabrication of steel girders and on-site splicing (bolting) processes are carried out sequentially until the erection of steel girders is completed, and the steel bridge deck 1 and connecting plate 2 are spliced together;

(2) Welding shear nails on the steel bridge deck: Sand blast and derust the steel bridge deck 1 that has been erected and connected to ensure the surface of the steel bridge deck 1 is clean, and then weld the shear nails 4 vertically and horizontally to the steel bridge deck 1 with a welding torch. On the bridge deck 1, the shear stud 4 is intensively welded near the bolt connection area (connection plate 2), but a certain gap between the shear stud 4 and the connection plate 2 is ensured, preferably a transverse steel bar 6 can be arranged in the gap, Then remove the welding slag;

(3) Construction arrangement of longitudinal and transverse reinforcement: arrange longitudinal and transverse reinforcement on the steel bridge deck 1 that has been welded with shear studs 4 (above the connecting plate 2), the longitudinal reinforcement 5 is on the bottom, the transverse reinforcement 6 is on the top, and the longitudinal reinforcement 5 pass through the top of the connecting plate 2 without interruption in the middle; and at least part of the longitudinal steel bar 5 is welded to the edge of the connecting plate 2 (the junction of the connecting area and the non-connecting area), preferably half of the longitudinal reinforcement bars are welded on the connecting plate 2 Rebar 5;

(4) Pouring ultra-high-performance concrete layer: pour ultra-high-performance concrete on the steel bridge deck 1 after the construction of steps (2) and (3), and ensure that the connecting plate 2, shear nail 4, longitudinal reinforcement 5 and transverse The steel bar 6 is embedded in the ultra-high performance concrete to form the ultra-high performance concrete layer 3, that is, the construction of the steel-ultra high performance concrete composite slab connection joint of this embodiment is completed.

Example 3

A steel-ultra-high-performance concrete composite slab connection joint of the present invention, the connection joint is mainly used in the bridge deck pavement and maintenance process of long-span bridges using steel box girder bolting technology, the structural diagram of the connection joint is as follows Figure 6 and Figure 7 show. As can be seen from Figures 6 and 7, it is mainly composed of two steel bridge decks 1 at the lower part and a connecting plate 2 above the two steel bridge decks 1, and the connecting plate 2 is connected to the two steel bridge decks through multiple high-strength bolts 7. 1 is connected and fixed. A plurality of longitudinal steel bars 5 are arranged above the connecting plate 2. A plurality of transverse steel bars 6 are erected above the longitudinal steel bars 5. A plurality of shear nails 4 are welded on the steel bridge deck 1. Above the steel bridge deck 1 An ultra-high-performance concrete layer 3 is poured integrally, and the ultra-high-performance concrete layer 3 covers the above-mentioned connecting plate 2, shear nails 4, longitudinal reinforcement bars 5, transverse reinforcement bars 6 and high-strength bolts 7. A plurality of longitudinal steel bars 5 are arranged on the top of the connecting plate 2 without interruption in the middle to increase the tensile strength and rigidity. At least part of the plurality of longitudinal reinforcing bars 5 are connected to the edge of the connecting plate 2 near the non-connecting area. Plate 2 is welded and fixed to further reduce the stress concentration of the connection joint at the junction of the bolt connection area and the non-connection area, improve the local tensile strength and stiffness, reduce the risk of cracking, and ensure the durability of the bridge structure. Preferably, half of the longitudinal reinforcement bars 5 are welded to the connecting plate 2 at the edge of the connecting plate 2 near the non-connecting area. By welding the longitudinal steel bar 5 on the connecting plate 2, the local tensile strength and stiffness of the connecting joint are effectively improved to ensure the durability of the bridge structure, and the connecting joint does not require complicated construction techniques and special construction equipment. Ordinary welding technology can be completed, equipment investment is small, simple and easy to operate, low labor quality and process requirements, with great use value and good economic benefits, especially in long-span bridges using steel box girder bolting technology It has broad application prospects in surface paving and maintenance.

A construction method for the above-mentioned steel-ultra-high-performance concrete composite slab connection joint in this embodiment specifically includes the following steps:

(1) Erection of steel girders: according to conventional steel bridge construction methods, the prefabrication of steel girders and on-site splicing (bolting) processes are carried out sequentially until the erection of steel girders is completed, and the steel bridge deck 1 and connecting plate 2 are spliced together;

(2) Welding shear nails on the steel bridge deck: Sand blast and derust the steel bridge deck 1 that has been erected and connected to ensure the surface of the steel bridge deck 1 is clean, and then weld the shear nails 4 vertically and horizontally to the steel bridge deck 1 with a welding torch. on the bridge deck 1, and then remove the welding slag;

(3) Construction arrangement of longitudinal and transverse reinforcement: arrange longitudinal and transverse reinforcement on the steel bridge deck 1 that has been welded with shear studs 4 (above the connecting plate 2), the longitudinal reinforcement 5 is on the bottom, the transverse reinforcement 6 is on the top, and the longitudinal reinforcement 5 pass through the top of the connecting plate 2 without interruption in the middle; and at least part of the longitudinal steel bar 5 is welded to the edge of the connecting plate 2 (the junction of the connecting area and the non-connecting area), preferably half of the longitudinal reinforcement bars are welded on the connecting plate 2 Rebar 5;

(4) Pouring ultra-high-performance concrete layer: pour ultra-high-performance concrete on the steel bridge deck 1 after the construction of steps (2) and (3), and ensure that the connecting plate 2, shear nail 4, longitudinal reinforcement 5 and transverse The steel bar 6 is embedded in the ultra-high performance concrete to form the ultra-high performance concrete layer 3, that is, the construction of the steel-ultra high performance concrete composite slab connection joint of this embodiment is completed.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and changes. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included within the protection scope of the present invention.

Claims (7)

1. a steel-ultra-high-performance concrete composite slab connection joint, comprising a steel bridge deck (1), being connected to a connecting plate (2) above two adjacent steel bridge decks (1) and pouring on said steel bridge deck ( 1) on the ultra-high-performance concrete layer (3), above the connecting plate (2) is provided with a plurality of longitudinal steel bars (5) and transverse steel bars (6), and the ultra-high-performance concrete layer (3) covers The connection plate (2), the longitudinal reinforcement (5) and the transverse reinforcement (6), are characterized in that: the steel bridge deck (1) is fixed with a plurality of shear nails (4) vertically and horizontally, the The ultra-high performance concrete layer (3) covers the shear studs (4), the longitudinal steel bars (5) are arranged above the connecting plate (2), and at least one of the multiple longitudinal steel bars (5) The part is welded with the connecting plate (2), and the welding position is set at the intersection of the longitudinal steel bar (5) and the edges on both sides of the connecting plate (2). 2. The steel-ultra high performance concrete composite slab connecting joint according to claim 1, characterized in that: the shear studs (4) are arranged in multiple rows, and the shear studs (4) near the connecting plate (2) are arranged in multiple rows. ) is densely set, there is a gap between the shear studs (4) close to the connecting plate (2) and the connecting plate (2), and at least one transverse steel bar (6) is arranged in the gap. 3. The steel-ultra high performance concrete composite slab connection joint according to claim 1, characterized in that: half of the plurality of longitudinal steel bars (5) are welded to the connection plate (2). 4. The steel-ultra high performance concrete composite slab connecting joint according to any one of claims 1 to 3, characterized in that: the connecting plate (2) is connected to the steel bridge deck ( 1) Connection, the ultra-high-performance concrete layer (3) covers the high-strength bolts (7); the shear studs (4) are fixed on the steel bridge deck (1) other than the connecting plate (2). 5. The steel-ultra high performance concrete composite slab connection joint according to any one of claims 1-3, characterized in that: the longitudinal reinforcement (5) is arranged below the transverse reinforcement (6). 6. A construction method of the steel-ultra high performance concrete composite slab connection joint as described in any one of claims 1 to 5, comprising the following steps: S1, splicing the prefabricated steel bridge deck (1) and connecting plate (2) on site; S2, welding a plurality of shear studs (4) on the spliced steel bridge deck (1); S3, a plurality of longitudinal reinforcing bars (5) are arranged on the connecting plate (2), and transverse reinforcing bars (6) are arranged on the longitudinal reinforcing bars (5), and at least part of the plurality of longitudinal reinforcing bars (5) are placed on the connecting plate (2) The edges of both sides are welded with the connecting plate (2); S4. On the steel bridge deck (1), the ultra-high performance concrete layer (3) is poured, and the connecting plate (2), the shear stud (4), the longitudinal reinforcement (5) and the transverse reinforcement (6) are covered in the pouring In the ultra-high performance concrete layer (3), the construction of the connection joint is completed. 7. A construction method for a steel-ultra high performance concrete composite slab connection joint as claimed in claim 6, characterized in that: in the step S2, the shear studs (4) are densely arranged near the connection plate (2) ), leaving a gap between the shear stud (4) and the connecting plate (2).