CN110409279A - Rigid Frame Bridge Structure and Construction Method - Google Patents

Abstract

The invention discloses a rigid frame bridge structure and a construction method, wherein the rigid frame bridge structure includes bridge piers, steel girders and concrete bridge decks, the bridge piers are vertical prestressed bridge piers and include a concrete bridge pier main body, a steel sleeve, and a steel sleeve Set on the upper part of the main body of the concrete pier; the steel girder includes a top plate, a bottom plate and a web connected between the top plate and the bottom plate. The bottom plate of the steel beam is fixed on the top of the pier and welded to the top of the steel sleeve. A plurality of first common studs are arranged on the roof of the bending moment area, and a plurality of pullout and non-shearing studs are arranged on the roof of the negative moment area of the steel beam; the concrete bridge deck is poured and fixed on the roof, and the The first ordinary studs and the pullout and non-shear studs are embedded in the concrete bridge deck, forming a combined effect with the concrete bridge deck. The rigid frame bridge has no cracking problem, light weight, high structural rigidity and bearing capacity, large spanning capacity, short construction period and low construction difficulty.

Description

Rigid Frame Bridge Structure and Construction Method

technical field

The invention relates to the technical field of structural engineering, in particular to a rigid frame bridge structure and a construction method.

Background technique

As shown in Figure 1, it is a typical rigid frame bridge structure system, which is composed of foundation 100, bridge pier 200 and main girder 300. The biggest feature of rigid frame bridge is that the main girder 300 and bridge pier 200 adopt fixed joints (I in Figure 1 Therefore, the pier 200 participates in the stress of the main girder 300 and resists various loads borne by the main girder 300. The advantage of this is that the pier 200 participates in the stress of the main girder 300. Provide extra rigidity and share the internal force of the main girder 300, so the rigid frame bridge has a greater spanning capacity than the traditional pure beam structure. Compared with other girder bridges, the mechanical properties of the rigid frame bridge piers 200 more obviously affect the mechanical behavior of the main girder 300 and the overall performance of the bridge structure.

As shown in Figure 2, it is the internal force diagram of the rigid frame bridge under typical working conditions. It can be seen that since the pier 200 of the rigid frame bridge participates in the stress of the main girder 300, at the joint part of the pier 200 and the main girder 300 1. The junction between the pier 200 and the foundation 100. The pier 200 bears a large bending moment. If the structural design is unreasonable, the bending moment at the upper and lower ends of the pier 200 may be too large and cause the pier concrete to crack, especially in the pier-beam junction area. , in the traditional design, especially in the rigid-frame bridge structure system with medium and low piers, cracking is easy to occur. In addition to the cracking of the pier-beam junction and the foundation position, there is a very large negative bending moment at the top of the pier of the rigid-frame bridge. Traditional rigid-frame bridges generally use concrete structures. In order to prevent cracking of the concrete structure, rigid-frame bridges are The negative bending moment area, especially the negative bending moment area, is equipped with a large number of prestressed steel bars, and the amount of work is huge, which affects the construction period and increases the construction cost.

In addition, since traditional rigid frame bridges generally adopt an all-concrete structure system plus prestressed tendons to control bridge cracks, the creep and shrinkage of concrete materials under long-term loads and the relaxation of prestressed tendons are likely to cause Problems such as long-term deflection and cracking of the bridge girder affect the durability of the structure, and later maintenance is very difficult.

Contents of the invention

The present invention aims to solve at least one of the technical problems existing in the prior art. For this reason, an object of the first aspect of the present invention is to propose a kind of rigid frame bridge structure, the pier pier bottom position of the rigid frame bridge, the junction of the pier and the steel girder and the concrete bridge deck in the negative bending moment area have no cracking problem, and the rigid frame bridge The bridge structure has light weight, high structural rigidity and bearing capacity, large spanning capacity, short construction period and low construction difficulty.

The rigid frame bridge structure according to the embodiment of the first aspect of the present invention includes:

A bridge pier, the bridge pier is a vertical prestressed bridge pier and includes a concrete pier body and a steel sleeve, the steel sleeve is sleeved on the upper part of the concrete pier body and the top of the steel sleeve is connected flush with the top;

a steel girder, the steel girder includes a top plate, a bottom plate and a web connected between the top plate and the bottom plate, the bottom plate of the steel beam is fixed on the top of the pier and welded to the top end of the steel sleeve connection, a plurality of first ordinary studs are arranged on the top plate of the positive moment zone of the steel beam, and a plurality of pullout and non-shear bolts are arranged on the top plate of the negative moment zone of the steel beam nail;

Concrete bridge deck, the concrete bridge deck is poured and fixed on the roof, the first ordinary studs and the pullout and non-shear studs on the roof are buried in the concrete bridge deck, and the The above-mentioned concrete bridge deck forms a combined effect.

According to the rigid frame bridge structure of the embodiment of the first aspect of the present invention, compared with the traditional prestressed concrete rigid frame bridge structure system, it is possible to avoid the bottom position of the pier pier of the rigid frame bridge, the junction of the pier and the steel beam, and the negative bending moment At the same time, the rigid frame bridge has lighter weight, higher structural rigidity and bearing capacity, so it has a greater spanning capacity than the traditional rigid frame bridge. In addition, the main beam (including the steel beam and the concrete panel) of the embodiment of the first aspect of the present invention does not need to apply any prestress, so the amount of prestress during construction is greatly reduced, the construction period is shortened, and the construction difficulty is reduced. Moreover, the long-term deflection problems caused by the prestress loss of the main girder and the shrinkage and creep of concrete in the later period of the traditional rigid frame bridge are avoided.

According to an embodiment of the first aspect of the present invention, the section of the steel beam is a box section, and the box section is a closed box section or a split box section.

According to an embodiment of the first aspect of the present invention, said web is a corrugated steel web.

According to an embodiment of the first aspect of the present invention, the material of the concrete bridge deck is ordinary concrete or concrete mixed with a micro-expansion agent.

According to an embodiment of the first aspect of the present invention, the concrete bridge deck adopts a panel obtained by direct cast-in-place construction on the roof, or the concrete bridge deck adopts a prefabricated concrete plate laid in advance on the roof The panel obtained by pouring molding.

According to an embodiment of the first aspect of the present invention, it also includes pouring a concrete layer fixed on the bottom plate of the negative bending moment area of the steel beam, and the bottom plate of the negative bending moment area of the steel beam is arranged with A plurality of second common studs are embedded in the concrete layer and form a combined effect with the concrete layer.

According to a further embodiment of the first aspect of the present invention, the bridge pier further includes prestressed tendons, the prestressed tendons vertically penetrate through the concrete bridge pier and the upper ends of the prestressed tendons protrude from the main body of the concrete bridge pier The base plate at the top end and passing through the negative moment zone of the steel beam is anchored in the concrete layer on the base plate.

According to an embodiment of the first aspect of the present invention, a plurality of third ordinary pegs are arranged on the inner wall of the steel sleeve, and the third ordinary pegs are embedded in the main body of the concrete pier.

According to an embodiment of the first aspect of the present invention, the length of the steel sleeve is half the height of the main body of the concrete pier.

The second aspect of the present invention also provides a construction method of the rigid frame bridge structure according to any one embodiment of the first aspect of the present invention.

According to the construction method of the second aspect of the present invention, comprise following construction steps:

On-site bridge pier construction: pouring the lower half of the concrete pier body on site, positioning and installing the steel sleeve, using the steel sleeve as the construction formwork for the upper half of the concrete pier main body, pouring the concrete pier main body the upper half of the plate;

Preparing the steel beams in the factory: in the factory, a plurality of the first common studs are arranged on the top plate of the steel beams in the positive bending moment zone, and a plurality of the first common studs are arranged on the top plate of the steel beams in the negative bending moment zone A plurality of said pullout and non-shear studs.

On-site installation of steel beams: Cantilever install the steel beams in the positive moment zone and the steel beams in the negative moment zone on site, and install the bottom plate of the steel beam in the negative moment zone at the top of the pier The steel sleeve is connected by welding, and the cantilever connection between the steel beam in the positive bending moment area and the steel beam in the negative bending moment area is connected by high-strength bolts or welding;

Pouring concrete bridge deck: after the installation of the steel girder is completed, first pour the concrete bridge deck in the positive bending moment zone, and then pour the concrete bridge deck in the negative bending moment zone;

Stretching the vertical prestress of the pier: After the concrete deck is formed, stretch the vertical prestress of the top of the pier until the bottom of the pier is in a state of uniform compression, remove the construction equipment, and complete the structural construction.

According to the construction method of the embodiment of the second aspect of the present invention, the main girder (including the steel beam and the concrete panel) part does not need to apply any prestress, so the prestress engineering amount is greatly reduced during construction, shortening the construction period and reducing the construction cost. difficulty, and avoid the long-term deflection and cracking problems caused by the prestress loss of the main girder in the later period of the traditional rigid frame bridge and the shrinkage and creep of concrete. Through the construction method of the second aspect embodiment of the present invention, compared with the traditional prestressed concrete rigid frame bridge structure system, the rigid frame bridge obtained can avoid the pier bottom position of the rigid frame bridge, the joint position between the pier and the steel girder, and The cracking problem of the concrete bridge deck in the negative bending moment area. At the same time, the rigid frame bridge has lighter weight, higher structural rigidity and bearing capacity. Therefore, it has a greater spanning capacity than the traditional rigid frame bridge.

According to an embodiment of the second aspect of the present invention, in the step of preparing the steel beam in the factory, a plurality of second ordinary studs are arranged on the bottom plate of the steel beam in the negative bending moment area; In the step of installing steel beams on site, after the steel beams in the negative bending moment area are installed, the concrete layer is poured on the bottom plate of the steel beams in the negative bending moment area, and the second ordinary studs It is buried in the concrete layer, and after the concrete layer is formed, the subsequent segments are suspended.

According to a further embodiment of the second aspect of the present invention, in the on-site bridge pier construction step, the vertical prestressed tendons are pre-embedded during the process of pouring the concrete pier body; correspondingly, in the on-site installation of steel beams, such that The upper end of the prestressed tendon passes through the bottom plate of the steel beam in the negative moment zone, so that when the concrete layer is poured on the bottom plate of the steel beam in the negative moment zone, it is pre-embedded in the concrete layer .

Additional aspects and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.

Description of drawings

The above and/or additional aspects and advantages of the present invention will become apparent and comprehensible from the description of the embodiments in conjunction with the following drawings, wherein:

Fig. 1 is a schematic diagram of a rigid frame bridge structure in the prior art.

Fig. 2 is an internal force diagram of the rigid frame bridge structure in Fig. 1 under typical working conditions.

Fig. 3 is a schematic side view of the rigid frame bridge of the embodiment of the first aspect of the present invention.

FIG. 4 is a schematic longitudinal sectional view of FIG. 3 .

Fig. 5 is a schematic diagram of A-A in Fig. 3 .

Fig. 6 is a schematic diagram of B-B in Fig. 3 .

Fig. 7 is a schematic diagram of C-C in Fig. 3 .

Fig. 8(a) is a side view of the state of on-site pier construction in the construction method of the embodiment of the second aspect of the present invention.

Fig. 8(b) is a schematic cross-sectional view of Fig. 8(a).

Fig. 9(a) is another side view of on-site bridge pier construction in the construction method of the embodiment of the second aspect of the present invention.

Fig. 9(b) is a schematic cross-sectional view of Fig. 9(a).

Fig. 10(a) is a side view of a state of on-site installation of steel beams in the construction method of the embodiment of the second aspect of the present invention.

Fig. 10(b) is a schematic cross-sectional view of Fig. 10(a).

Fig. 11(a) is another side view of the on-site installation of steel beams in the construction method of the embodiment of the second aspect of the present invention.

Fig. 11(b) is a schematic cross-sectional view of Fig. 11(a).

Fig. 12 is a schematic view of the state of pouring concrete bridge deck in the construction method of the embodiment of the second aspect of the present invention.

Fig. 13 is a schematic diagram of another state of the poured concrete bridge deck in the construction method of the embodiment of the second aspect of the present invention.

Reference signs:

Rigid frame bridge structure 1000

Bridge pier 1 Concrete pier body 11 Steel sleeve 12 Prestressed tendon 13 Third common stud 14

Steel beam 2 Top plate 21 Bottom plate 22 Web plate 23

The first ordinary stud 24 The pullout and non-shear stud 25 The second ordinary stud 26

Concrete bridge deck 3

concrete layer 4

Detailed ways

Embodiments of the present invention are described in detail below, examples of which are shown in the drawings, wherein the same or similar reference numerals designate the same or similar elements or elements having the same or similar functions throughout. The embodiments described below by referring to the figures are exemplary only for explaining the present invention and should not be construed as limiting the present invention.

A rigid frame bridge structure 1000 according to an embodiment of the first aspect of the present invention will be described below with reference to FIGS. 3 to 7 .

As shown in Figures 3 to 7, the rigid frame bridge structure 1000 according to the embodiment of the first aspect of the present invention includes a bridge pier 1, a steel girder 2 and a concrete bridge deck 3, and the bridge pier 1 is a vertical prestressed pier and includes a concrete pier body 11 and a steel sleeve 12, the steel sleeve 12 is sleeved on the top of the concrete pier body 11 and the top of the steel sleeve 12 is flush with the top of the concrete pier body 11; the steel girder 2 includes a top plate 21, a bottom plate 22 and a 21 and the web 23 between the bottom plate 22, the bottom plate 22 of the steel girder 2 is fixed on the top of the pier 1 and welded to the top of the steel sleeve 12, and a plurality of The first ordinary studs 24, a plurality of pullout and non-shear studs 25 are arranged on the roof 21 of the negative bending moment area of the steel beam 2; the concrete bridge deck 3 is poured and fixed on the roof 21, and the first common The studs 24 and the anti-pull and non-shear studs 25 are buried in the concrete bridge deck 3 to form a combined effect with the concrete bridge deck 3 .

Specifically, pier 1 is a vertically prestressed pier 1; that is, after the bridge is completed, vertical prestress is applied to pier 1 to adjust the stress distribution at the bottom of pier 1, so that pier 1 is as uniform as possible across the entire cross-section. The favorable state of compression, so that no tensile stress will be generated at the bottom of pier 1, and cracking at the bottom of pier 1 will be avoided. Bridge pier 1 comprises concrete pier main body 11 and steel sleeve 12, and steel sleeve 12 is sleeved on the top of concrete pier main body 11 and the top end of steel sleeve 12 is flush with the top end of concrete pier main body 11; That is to say, concrete pier main body 11 plays the main supporting role, and the steel sleeve 12 is wrapped on the upper part of the concrete pier body 11, and the stiffness of the pier 1 is improved through the combination of the steel sleeve 12 and the concrete pier body 11.

The steel beam 2 includes a top plate 21 , a bottom plate 22 and a web 23 connected between the top plate 21 and the bottom plate 22 . Wherein, the bottom plate 22 of the steel girder 2 is fixed on the top of the pier 1 and welded to the top of the steel sleeve 12, that is to say, the steel girder 2 is supported by being fixed on the top of the bridge section through the bottom plate 22, and the bottom plate 22 and the steel sleeve The top of the tube 12 is welded and connected in the form of a steel structure connection. Since the outer surface of the pier-beam joint is wrapped with steel plates, there is no risk of cracking at the pier-beam joint under the action of bending moment, which solves the problem of rigid frame bridges in traditional designs. The pier-beam junction is prone to cracking under long-term loads, and the steel sleeve 12 can also be used as a formwork during construction, which reduces the amount of formwork required for the construction of the bridge pier 1 . In addition, through the combined action of the steel sleeve 12 and the bridge pier 1, the stiffness of the bridge pier 1 is improved, and the vertical stiffness of the bridge structure is also improved. A plurality of first ordinary studs 24 are arranged on the top plate 21 of the positive bending moment zone of the steel beam 2, so as to be connected with the concrete bridge deck 3 in the positive bending moment zone to form a combined action to lift the main girder in the positive bending moment zone, namely The stiffness and bearing capacity of the steel beam 2 and the concrete bridge deck 3 in the positive bending moment zone. The roof 21 of the negative moment zone of the steel girder 2 is arranged with a plurality of anti-pull and non-shear studs 25; in order to release the combined effect of the concrete bridge deck 3 and the steel beam 2 in the negative moment zone, and prevent the The concrete bridge deck 3 cracks due to co-deformation with the steel girder 2 in the negative moment zone.

The concrete bridge deck 3 is poured and fixed on the roof 21 , and the first common stud 24 and the pullout and non-shear stud 25 on the roof 21 are embedded in the concrete bridge deck 3 to form a combination with the concrete bridge deck 3 . It can be understood that the first common stud 24 on the roof 21 in the positive moment zone is connected to the concrete bridge deck 3 in the positive moment zone to form a combined effect, which can lift the main beam in the positive moment zone, that is, the positive moment zone The rigidity and bearing capacity of the integrated steel girder 2 and concrete bridge deck 3. The anti-pull and non-shear studs 25 on the top plate 21 in the negative moment zone can release the combined effect of the concrete bridge deck 3 and the steel beam 2 in the negative moment zone, preventing the concrete bridge deck 3 in the negative moment zone from colliding with the negative The steel beam 2 in the bending moment zone deforms cooperatively and cracks.

According to the rigid frame bridge structure 1000 of the embodiment of the first aspect of the present invention, compared with the traditional prestressed concrete rigid frame bridge structure 1000 system, it can avoid the combination of the bottom of the pier 1 of the rigid frame bridge, the pier 1 and the steel girder 2 At the same time, the rigid frame bridge has lighter weight, greater structural rigidity and bearing capacity, so it has a greater spanning capacity than the traditional rigid frame bridge. In addition, the main girder (including the steel girder 2 and the concrete face plate) of the embodiment of the first aspect of the present invention does not need to apply any prestress, so the amount of prestress during construction is greatly reduced, the construction period is shortened, and the construction difficulty is reduced. , and avoid the long-term deflection problems caused by the prestress loss of the main girder and the shrinkage and creep of concrete in the later period of the traditional rigid frame bridge.

According to an embodiment of the first aspect of the present invention, the section of the steel beam 2 is a box section, and the box section can be a closed box or a split box. It can be understood that the box-section steel beam 2 has strong torsion resistance, is convenient for cast-in-place construction, and is light in weight.

According to one embodiment of the first aspect of the invention, the web 23 is a corrugated steel web. It can be understood that the web 23 adopts a corrugated steel web structure, which can reduce the axial stiffness of the main girder and reduce the impact of the axial deformation of the main girder under the action of temperature load on the pier-beam joint of pier 1 and the joint between the pier bottom and the foundation. moment, reducing the thrust on the foundation.

According to an embodiment of the first aspect of the present invention, the material of the concrete bridge deck 3 can be ordinary concrete, which is economical; or the material of the concrete bridge deck 3 is concrete mixed with a micro-expansion agent, which can appropriately reduce the shrinkage of the concrete , which is beneficial to avoid the cracking problem of the concrete bridge deck 3 .

According to an embodiment of the first aspect of the present invention, the concrete bridge deck 3 is obtained by casting and forming directly on the top slab 21, or the concrete bridge deck 3 is obtained by pouring and forming on the prefabricated concrete slab pre-laid on the top slab 21. panel. Therefore, the construction is simple.

According to an embodiment of the first aspect of the present invention, it also includes pouring and fixing the concrete layer 4 on the bottom plate 22 of the negative bending moment area of the steel beam 2, and a plurality of first layers are arranged on the bottom plate 22 of the negative bending moment area of the steel beam 2 Two common studs 26 , the second common stud 26 is embedded in the concrete layer 4 , and forms a combined effect with the concrete layer 4 . It can be understood that the second ordinary stud 26 is arranged on the bottom plate 22 of the negative bending moment area of the steel beam 2, and at the same time, a layer of concrete layer 4 is poured on the bottom plate 22 of the negative bending moment area of the steel beam 2, and the steel beam 2 The bottom plate 22 in the negative bending moment zone of 2 forms a combined effect, thereby improving the stiffness and bearing capacity of the main beam in the negative bending moment zone.

According to a further embodiment of the first aspect of the present invention, the pier 1 also includes a prestressed tendon 13, the prestressed tendon 13 vertically penetrates the concrete pier 1 and the upper end of the prestressed tendon 13 protrudes from the top of the concrete pier body 11 and passes through The bottom plate 22 of the negative moment zone of the steel beam 2 is anchored in the concrete layer 4 on the bottom plate 22 . By arranging the prestressing tendons 13, so as to apply vertical prestress to the pier 1 through the tensioning method from the top of the concrete layer 4 on the bottom plate 22 of the negative bending moment area; Monitor horizontally so that the tensile stress on both sides is basically the same.

According to an embodiment of the first aspect of the present invention, a plurality of third ordinary pegs 14 are arranged on the inner wall of the steel sleeve 12 , and the third ordinary pegs 14 are embedded in the concrete pier body 11 . Thus, it is beneficial to strengthen the combined effect of the connection between the steel sleeve 12 and the concrete pier body 11 .

According to an embodiment of the first aspect of the present invention, the length of the steel sleeve 12 is half the height of the concrete pier body 11 . Thereby, the rigidity of the bridge pier 1 can be improved, and the construction is convenient.

The second aspect of the present invention also provides a construction method of the rigid frame bridge according to any one embodiment of the first aspect of the present invention.

The construction method of the embodiment of the second aspect of the present invention will be described below with reference to Fig. 8(a) to Fig. 13 . The construction method comprises the following construction steps:

On-site bridge pier construction: as shown in Figure 8(a) to Figure 9(b), the lower half of the concrete bridge pier body 11 is poured on site, and the steel sleeve 12 is positioned and installed, and the steel sleeve 12 is used as the upper half of the concrete bridge pier body 11 Part of the construction formwork is used to pour the upper half of the concrete pier body 11; during the pouring process, attention should be paid to pre-embedded prestressed tendon pipes for later tensioning of prestressed tendons 13.

Prepare the steel beams in the factory: in the factory, arrange a plurality of first ordinary studs 24 on the roof 21 of the steel beam 2 in the positive bending moment area, and arrange a plurality of anti-pull bolts 24 on the roof 21 of the steel beam 2 in the negative bending moment area. Shear studs 25, transport the prepared steel beam 2 to the site.

On-site installation of steel beams: steel beam 2 in the positive moment zone and steel beam 2 in the negative moment zone are cantilevered on site, where, as shown in Figure 10(a) and Figure 10(b), the steel beam 2 in the negative moment zone The steel girder 2 is installed at the top of the pier 1, and the bottom plate 22 of the steel girder 2 in the negative bending moment area is connected to the steel sleeve 12 by welding. At the same time, considering the stress concentration at the weld and the possible For the problem of tearing, a triangular stiffener can be used between the steel sleeve 12 and the bottom plate 22 for reinforcement, that is, the two right-angled sides of the triangular stiffener are respectively welded to the bottom plate 22 and the outer wall of the sleeve; the steel beam in the positive bending moment area 2 and the steel beam 2 in the negative moment zone are connected by high-strength bolts or welding.

Pouring concrete bridge deck: After the installation of the steel girder 2 is completed, as shown in Figure 12 and Figure 13, the concrete bridge deck 3 in the positive bending moment area is poured first, and then the concrete bridge deck 3 in the negative bending moment area is poured. What needs to be explained here is that in order to make the structure internal force distribution as reasonable as possible when the bridge is completed, it is recommended to pour the concrete bridge deck 3 in the positive bending moment zone at both ends first, then pour the concrete bridge deck 3 in the positive bending moment zone in the middle of the span, and finally pour The concrete bridge deck 3 in the negative moment zone, and the concrete bridge deck 3 on the roof 21 in the negative moment zone are recommended to use shrinkage-compensating concrete mixed with a micro-expansion agent to improve the crack resistance of the concrete bridge deck 3 in the negative moment zone .

Vertical prestressing of pier tension: After the concrete deck 3 is formed, the vertical prestressing of the top of pier 1 is tensioned until the bottom of pier 1 is in a state of uniform compression, and the construction equipment is removed to complete the structural construction.

According to the construction method of the second aspect embodiment of the present invention, the main girder (comprising the steel girder 2 and the concrete bridge deck 3) part does not need to apply any prestress, therefore, the prestress engineering amount is greatly reduced during construction, and the construction period is shortened. The construction difficulty is reduced, and the long-term deflection and cracking problems caused by the loss of prestress of the main girder and the shrinkage and creep of concrete in the later period of the traditional rigid frame bridge are avoided. Through the construction method of the second aspect embodiment of the present invention, compared with the traditional prestressed concrete rigid frame bridge structure 1000 system, the obtained rigid frame bridge can avoid the bottom position of the pier 1 pier, pier 1 and steel girder 2 of the rigid frame bridge. The cracking of the concrete bridge deck 3 in the joint part and the negative bending moment area. At the same time, the rigid frame bridge has lighter weight, greater structural rigidity and bearing capacity. Therefore, compared with the traditional rigid frame bridge, it has a large span ability.

According to an embodiment of the second aspect of the present invention, in the step of preparing the steel beam 2 in the factory, a plurality of second ordinary studs 26 are arranged on the bottom plate 22 of the steel beam 2 in the negative bending moment area; In the step of steel beam 2, as shown in Figure 11(a) and Figure 11(b), after the steel beam 2 in the negative moment zone is installed, concrete is poured on the bottom plate 22 of the steel beam 2 in the negative moment zone Layer 4, the second ordinary studs 26 are buried in the concrete layer 4, and after the concrete layer 4 is formed, the subsequent segments, that is, the steel beams 2 in the positive bending moment area are then cantilevered. It needs to be explained here that the thickness of the poured concrete layer 4 on the bottom plate 22 of the steel beam 2 in the negative bending moment area is determined according to calculation, and is generally between 300-600 mm.

According to a further embodiment of the second aspect of the present invention, as shown in Figure 8(a) to Figure 11(b), in the construction steps of the bridge pier 1 on site, the vertical prestressed tendons 13 are pre-embedded in the process of pouring the main body 11 of the concrete bridge pier Correspondingly, in the step of installing the steel beam 2 on site, the upper end of the prestressed tendon 13 is passed through the bottom plate 22 of the steel beam 2 in the negative moment zone, so as to pour on the bottom plate 22 of the steel beam 2 in the negative moment zone When the concrete layer is 4, it is pre-embedded in the concrete layer 4.

According to an embodiment of the second aspect of the present invention, vertical stiffeners can be arranged on the inner wall of the steel sleeve 12 according to steel structure design specifications to ensure local stability of the steel sleeve 12 during construction.

According to an embodiment of the third aspect of the present invention, a plurality of third common pegs 14 are arranged on the inner wall of the steel sleeve 12 to enhance the combined effect with the concrete pier body 11 .

In the description of this specification, references to the terms "one embodiment," "some embodiments," "exemplary embodiments," "example," "specific examples," or "some examples" are intended to mean that the implementation A specific feature, structure, material, or characteristic described by an embodiment or example is included in at least one embodiment or example of the present invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.

Although the embodiments of the present invention have been shown and described, those skilled in the art can understand that various changes, modifications, substitutions and modifications can be made to these embodiments without departing from the principle and spirit of the present invention. The scope of the invention is defined by the claims and their equivalents.

Claims (12)

1. a kind of strong bridge structure characterized by comprising

Bridge pier, for vertical prestressing bridge pier and including concrete pier main body and steel bushing, the steel bushing is arranged the bridge pier The top of the concrete pier main body and the top of the steel bushing it is concordant with the top of the concrete pier main body；

Girder steel, the girder steel include top plate and bottom plate and the web that is connected between the top plate and the bottom plate, the girder steel Bottom plate be fixed on the top of the bridge pier and with the top of the steel bushing be welded to connect, the sagging moment area of the girder steel it is described It is disposed with the multiple first common pegs on top plate, is disposed with multiple resistance to pluckings on the top plate of the hogging moment area of the girder steel and does not resist Cut peg；

Concrete slab, the concrete slab, which pours, to be fixed on the top plate, and described first on the top plate is general Shear stud is not embedded in the concrete slab for logical peg and the resistance to plucking, is combined with concrete slab formation Effect.

2. strong bridge structure according to claim 1, which is characterized in that the section of the girder steel is box-type section, described Box-type section is silent box or cracking box.

3. strong bridge structure according to claim 1, which is characterized in that the web is Wavelike steel webplate.

4. strong bridge structure according to claim 1, which is characterized in that the material of the concrete slab is common mixed Solidifying soil is the concrete mixed with micro-expanding agent.

5. strong bridge structure according to claim 1, which is characterized in that the concrete slab is using directly described The panel or the concrete slab that cast-in-place construction forms on top plate use on being laid on the top plate in advance The panel that pouring molding obtains on concrete prefabricated board.

6. strong bridge structure according to claim 1, which is characterized in that further include pouring that be fixed on bearing for the girder steel curved Concrete layer on the bottom plate in square area is disposed with the multiple second common bolts on the bottom plate of the hogging moment area of the girder steel Nail, the second common peg are embedded in the concrete layer, form compound action with the concrete layer.

7. strong bridge structure according to claim 6, which is characterized in that the bridge pier further includes presstressed reinforcing steel, described pre- Stress rib is vertically applied in the concrete pier and upper end of the presstressed reinforcing steel and stretches out the concrete pier main body Top and pass through the girder steel hogging moment area the bottom plate, be anchored in the concrete layer on the bottom plate.

8. strong bridge structure according to claim 1, which is characterized in that be disposed with multiple on the inner wall of the steel bushing Three common pegs, the common peg of third are embedded in the concrete pier main body.

9. strong bridge structure according to claim 1, which is characterized in that the length of the steel bushing is the concrete bridge The half of the height of pier main body.

10. a kind of such as any one construction method to the rigid frame bridge in claim 1~9, which is characterized in that including as follows Construction procedure:

Live Bridge Pier Construction: the lower half portion of concrete pier main body described in cast in situs, steel bushing described in location and installation, with institute The construction formwork for stating the top half that steel bushing is the concrete pier main body, pours the upper plate of the concrete pier main body Half part；

Factory prepares girder steel: in factory, arranging that multiple described first is common on the top plate of the girder steel in sagging moment area Peg arranges multiple resistance to pluckings not shear stud on the top plate of the girder steel of hogging moment area.

In-site installation girder steel: the girder steel of the girder steel in cantilever installation sagging moment area and hogging moment area at the scene, and by institute The bottom plate for stating the girder steel of the hogging moment area at bridge pier pier top is connect by the way of welding with the steel bushing, sagging moment area The girder steel and hogging moment area the girder steel between cantilever connection type using high-strength bolt connect or weld；

Casting concrete bridge floor: after the completion of the steel girder erection, the concrete slab in sagging moment area is first poured, then is poured Build the concrete slab of hogging moment area；

Tensioning bridge pier vertical prestressing: after the concrete bridge deck sheet metal forming, bridge pier pier top vertical prestressing described in tensioning, directly It is in uniform-compression state to the bridge pier pier bottom, removes construction equipment, completes structure construction.

11. the construction method of rigid frame bridge according to claim 10, which is characterized in that prepare the step of girder steel in the factory In rapid, the multiple second common pegs are arranged on the bottom plate of the girder steel of hogging moment area；Correspondingly, in the scene peace In the step of steel loading beam, after the steel girder erection when hogging moment area is good, in the bottom plate upper of the girder steel of hogging moment area The concrete layer, the second common peg are embedded in the concrete layer, after concrete layer molding, then cantilever Subsequent segment.

12. the construction method of rigid frame bridge according to claim 11, which is characterized in that in the live Bridge Pier Construction step In, pre-buried vertical prestressing bar during casting concrete bridge pier main body；Correspondingly, the in-site installation girder steel the step of In, so that the upper end of the presstressed reinforcing steel passes through the bottom plate of the girder steel of hogging moment area, so as in the steel of hogging moment area When concrete layer described in the bottom plate upper of beam, it is embedded in the concrete layer.