CN114855584B - Construction method based on separated ultra-wide prestressed concrete box girder structure - Google Patents
Construction method based on separated ultra-wide prestressed concrete box girder structure Download PDFInfo
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- CN114855584B CN114855584B CN202210364878.8A CN202210364878A CN114855584B CN 114855584 B CN114855584 B CN 114855584B CN 202210364878 A CN202210364878 A CN 202210364878A CN 114855584 B CN114855584 B CN 114855584B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
A separated ultra-wide prestressed concrete box girder structure and a construction method thereof relate to the technical field of hybrid cable-stayed bridge construction. It comprises the following steps: the middle box girder, the two side box girders and the connecting girders are connected through a plurality of connecting girders, so that the width of the concrete box girder structure is increased. The split ultra-wide prestressed concrete box girder structure is decomposed into three box girders for construction, and in addition, the adverse effect of unsynchronized longitudinal deformation of each split box girder caused by the factors of dead weight, prestress tension, shrinkage creep, temperature and the like on the connecting girder can be effectively reduced by adopting a mode of constructing each split box girder and then constructing a post-pouring section of the connecting girder. In addition, the rigidity of the cast-in-situ bracket can meet the requirement of each box girder, the casting difficulty is reduced, the maintenance is convenient, the risk of cracking of the concrete girder in the construction process is effectively reduced, the construction safety is improved, and the construction quality is ensured.
Description
Technical Field
The application relates to the technical field of hybrid cable-stayed bridge construction, in particular to a separated ultra-wide prestressed concrete box girder structure and a construction method thereof.
Background
Along with the annual increase of traffic, the multifunctional requirements of bridge structures are gradually increased, and the public-iron combined bridge becomes a main development trend nowadays. For a common-rail same-layer cable-stayed bridge with smaller side midspan, the steel-hybrid girder cable-stayed bridge is usually the preferred scheme of bridge design, and the side span concrete main girder of the cable-stayed bridge must also have enough bridge deck width to meet the requirement of the cable-stayed bridge on versatility.
At present, the side span concrete box girder of the steel-concrete hybrid girder cable-stayed bridge is in an integral concrete box girder form, the combination of a multi-lane highway and a multi-railway necessarily enables the width of the concrete box girder to be greatly increased, at the moment, the number of chambers of an ultra-wide integral concrete box girder structure is large, when the environment temperature suddenly changes, the temperature difference between the inside and the outside of the concrete box girder structure is large, the temperature self-stress of the concrete box girder is increased, and a large number of temperature cracks appear in the concrete box girder structure. Meanwhile, for the ultra-wide concrete box beam, the traditional cast-in-situ bracket integral cast-in-situ concrete beam method is adopted, the rigidity requirement of the cast-in-situ bracket in the construction process is not easy to meet, the crack resistance of the concrete is difficult to control, and the construction risk is high.
Disclosure of Invention
The embodiment of the application provides a separated ultra-wide prestressed concrete box girder structure and a construction method thereof, which are used for solving the problem that the ultra-wide prestressed concrete box girder structure has large internal and external temperature differences and a large number of temperature cracks.
A disconnect-type super wide prestressed concrete case roof beam structure for have the mixed cable-stayed bridge construction of cable, its characterized in that includes:
the middle box girder extends along the longitudinal bridge;
The number of the side box girders is two, the two side box girders are respectively positioned at two sides of the middle box girder and have a distance from the middle box girder, each side box girder extends along the longitudinal bridge, each side box girder is at least provided with two box chambers, and the top surface and at least part of the bottom surface of each side box girder are connected with the middle box Liang Pingji;
The connecting beams extend along the transverse bridge and are used for connecting the middle box beams with each side box beam, at least two connecting beams are arranged between each side box beam and the middle box beam, the top surface and the bottom surface of each connecting beam are both opposite to the middle box Liang Pingji, and a distance is reserved between every two adjacent connecting beams.
Further, the bottom plate of the outermost box chamber of each side box girder has a preset inclination angle from inside to outside along the transverse bridge.
Further, in each side box girder, the web plate connected with the connecting girder is a thickened plate.
Further, the middle box girder and each side box girder are internally provided with a plurality of diaphragm plates distributed along the longitudinal bridge direction, and the positions of the diaphragm plates of the middle box girder, the diaphragm plates in each side box girder and the connecting girders are in one-to-one correspondence.
Further, each side box girder is provided with a steel tuyere at the outermost side.
Also provided is a construction method of the split ultra-wide prestressed concrete box girder structure based on claim 1, comprising:
S1, erecting templates of middle box girders and side box girders along a longitudinal bridge direction, erecting templates of each connecting girder along a transverse bridge direction, erecting cast-in-situ supports and temporary supports for construction of the middle box girders, bian Xiang girders and connecting girders, leaving a distance between the templates of every two adjacent connecting girders, and leaving a fracture on the templates of each connecting girder;
S2, placing steel bars and steel bundles in templates of the middle box girder, bian Xiangliang and the connecting girders, and performing a pouring process and a tensioning process to form the middle box girder and the side box girders which are mutually independent, and a plurality of connecting girders with a plurality of fracture;
S3, installing a hanging die system at the fracture of each connecting beam, pouring concrete to form a post-pouring section of the connecting beam, and connecting the middle box beam, the side box beams and the connecting beams into a whole, wherein the construction of the concrete box beam structure is completed.
Further, the step S1 further includes: when the templates of the side box girders are erected, the bottom plate templates of the outermost box chambers of each side box girder incline from inside to outside by a preset angle along the transverse bridge.
Further, in the step S2, the steps of the pouring process and the tensioning process further include:
S21, pouring is carried out in the bottom plate template of the middle box girder and the bottom plate template of the inner box chamber of the side box girder, and pouring is carried out in the bottom plate templates of the connecting girders at two ends of the fracture;
S22, pouring in web templates of the middle box girder and the side box girders, pouring in bottom plate templates of the outermost box chambers of the two side box girders, and pouring in templates of diaphragm plates of the middle box girder and the side box girders and web templates of the connecting girders;
s23, pouring in the top plate templates of the middle box girder and the side box girders, and synchronously pouring in the top plate templates of the connecting girders;
S24, after the pouring process is finished, the materials to be poured reach a certain strength, the templates are removed, and steel bundles in each box girder are tensioned.
Further, the step S24 further includes removing the cast-in-situ bracket after the stretching of the steel beams in each box girder is completed.
Further, the step S3 further includes: and synchronously and symmetrically constructing the post-cast sections of the connecting beams above the transverse bridge, and constructing the post-cast sections of the connecting beams above the longitudinal bridge at intervals in batches.
The technical scheme provided by the application has the beneficial effects that:
The embodiment of the application provides a separated ultra-wide prestressed concrete box girder structure and a construction method thereof, wherein a middle box girder and two side box girders are arranged at intervals, and are connected through a plurality of connecting girders, so that the width of the concrete box girder structure is increased. Meanwhile, the structure effectively reduces the number of chambers of the concrete box girder structure, the gaps formed by the connecting beams at intervals are formed, the contact area between the concrete box girder structure and air is increased, the air convection efficiency is improved, the temperature difference between the inside and the outside of the concrete box girder structure can be effectively reduced, the temperature self-stress of the concrete box girder structure is reduced, and accordingly the temperature crack of the ultra-wide concrete box girder structure is reduced.
In addition, in the embodiment of the application, the separated ultra-wide prestressed concrete box girder structure is decomposed into three box girders for construction, and in the construction process, the rigidity of the cast-in-situ bracket can meet the rigidity requirement of each box girder respectively, so that the problem that the rigidity requirement of the cast-in-situ bracket of the wide box girder structure is difficult to meet is effectively solved, the casting difficulty is reduced, the maintenance is convenient, the risk of cracking of the concrete girder in the construction process is effectively reduced, the construction safety is improved, and the construction quality is ensured. In addition, by adopting a mode of constructing each separation box girder firstly and constructing the post-pouring section of the connecting girder later, the adverse effect of unsynchronized longitudinal deformation of each separation box girder caused by the factors of dead weight, prestress tensioning, shrinkage creep, temperature and the like on the connecting girder can be effectively reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of the overall cross-bridge structure of an embodiment of the present application;
FIG. 2 is a schematic view of the structure of the top plate with portions of the center box girder, side box girders and connecting girders removed in an embodiment of the present application;
FIG. 3 is a schematic cross-sectional view of the connecting beam of FIG. 1;
FIG. 4 is a schematic view of a cast-in-situ bracket structure in the midspan transverse bridge direction in the construction process of the embodiment of the application;
FIG. 5 is a schematic diagram of a mold hanging system for connecting post-cast sections of beams at bridge piers during construction according to an embodiment of the present application;
FIG. 6 is a schematic view of a longitudinal bridge structure during construction according to an embodiment of the present application;
FIG. 7 is a schematic top view of a longitudinal bridge during construction according to an embodiment of the present application;
fig. 8 is a schematic cross-sectional view of the suspension system of fig. 5.
Reference numerals:
1. a side box girder; 2. a middle box girder; 3. a connecting beam; 4. a diaphragm; 5. a steel tuyere; 6. a cast-in-situ bracket; 7. temporarily supporting; 8. a main tower; 9. stay cables; 10. a steel beam; 11. bridge piers; 12. hanging a die system; 13. and (5) post-pouring the segments.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments of the present application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
The embodiment of the application provides a separated ultra-wide prestressed concrete box girder structure and a construction method thereof, which can solve the problems that the temperature difference between the inside and the outside of the ultra-wide prestressed concrete box girder structure is large and a large number of temperature cracks appear.
As shown in fig. 1 and 2, a split type ultra-wide prestressed concrete box girder structure for a hybrid cable-stayed bridge construction having a cable includes a middle box girder 2, side box girders 1 and connecting girders 3.
Wherein the middle box girder 2 is arranged to extend along the longitudinal bridge direction.
The number of the side box girders 1 is two, and the two side box girders 1 are respectively positioned at two sides of the middle box girder 2 and have a distance from the middle box girder 2. Each side box girder 1 extends along the longitudinal bridge, and each side box girder 1 is provided with at least two boxes. The top surface and at least part of the bottom surface of each side box girder 1 are flush with the middle box girder 2.
The connecting beams 3 extend along the transverse bridge direction, the connecting beams 3 are used for connecting the middle box beam 2 with each side box beam 1, and at least two connecting beams 3 are arranged between each side box beam 1 and the middle box beam 2. The top surface and the bottom surface of each connecting beam 3 are flush with the middle box beam 2, and a distance is reserved between every two adjacent connecting beams 3.
Specifically, the middle box girder 2 includes a top plate, a bottom plate and webs at two sides, and in this embodiment, the middle box girder 2 may be a single-box double-chamber straight web type symmetrical box structure, and is disposed at the center line of the split ultra-wide concrete box girder structure of the present application. In other embodiments, the number of chambers of the middle girder 2 may be selected according to the actual situation. Each side box girder 1 comprises a top plate, a bottom plate and webs at two sides, and each side box girder 1 is of a single-box double-chamber straight web type box structure.
In the embodiment of the invention, each side box girder 1 is connected with a middle box girder 2 through a connecting girder 3 to form an ultra-wide bridge deck structure. The middle box girder 2 is a railway girder and is used for bearing railway load, and the two side box girders 1 are both highway girders and are used for bearing highway load, so that the functional requirement of simultaneous operation of a highway and a railway is ensured.
In addition, the connecting beam 3 becomes a natural barrier between a train on a railway and a car on a highway, so that mutual interference caused by railway ballast splashing or car driving accidents is avoided, and driving safety is ensured. The web plates of the connecting beam 3, the web plates of the middle box beam 2 and the web plates of the side box beams 1 form rectangular holes which are arranged at intervals, so that the contact areas of the middle box beam 2, the side box beams 1 and the connecting beam 3 with air are increased, the air convection efficiency is improved, and the generation of temperature cracks is reduced.
Further, as shown in fig. 1, the bottom plate of the outermost box room of each side box girder 1 has a preset inclination angle from inside to outside along the transverse bridge, so as to improve the wind resistance and the structural landscape ornamental value in the embodiment of the application. The preset inclination angle can be set according to the specific situation of the site.
Further, as shown in fig. 3, each connecting beam 3 has a hollow box structure, so that the dead weight can be reduced. Specifically, each connecting beam 3 includes a top plate, a bottom plate, and webs on both sides, and each connecting beam 3 is arranged between the middle box beam 2 and each side box beam 1.
Further, in each side box girder 1, the web plate connected with the connecting girder 3 is a thick plate, one end of the stay cable 9 of the hybrid cable-stayed bridge is anchored to the thick plate, the other end is anchored to the main tower 8, and the thickness of the thick plate should meet the anchoring requirement of the stay cable 9.
Further, the middle box girder 2 and each side box girder 1 are provided with a plurality of transverse partition boards 4 distributed along the longitudinal bridge direction, and the positions of the transverse partition boards 4 of the middle box girder 2, the transverse partition boards 4 in each side box girder 1 and the connecting girders 3 are in one-to-one correspondence.
Specifically, the web plate of each connecting beam 3 is equal in thickness to the diaphragm plates 4 in the middle box beam 2 and the diaphragm plates 4 in the side box beams 1, and is aligned and connected one by one at the longitudinal bridge position to form an integral diaphragm plate 4 so as to improve the transverse bending rigidity of the embodiment of the application.
In addition, the roof of every tie beam 3 links to each other with the roof of well case roof beam 2, the roof of limit case roof beam 1, and the bottom plate of every tie beam 3 links to each other with the bottom plate of well case roof beam 2, the bottom plate of limit case roof beam 1 to improve the longitudinal shear capacity of tie beam 3, avoid leading to tie beam 3 to shear damage because of the axle power difference of three case roof beams.
Further, a steel tuyere 5 is arranged at the outermost side of each side box girder 1.
Specifically, each steel tuyere 5 is connected with the side box girder 1 on the same side, in this embodiment, steel plates are embedded in the outermost web of the side box girder 1 along the longitudinal bridge direction, and then the steel tuyere 5 is welded with the embedded steel plates.
The embodiment of the application also provides a construction method based on the separated ultra-wide prestressed concrete box girder structure, as shown in fig. 4 to 7, comprising the following steps:
S1, erecting templates of the middle box girder 2 and the side box girders 1 along a longitudinal bridge direction, erecting templates of each connecting girder 3 along a transverse bridge direction, erecting cast-in-situ supports 6 and temporary supports 7 for construction of the middle box girder 2, the side box girders 1 and the connecting girders 3, reserving a distance between the templates of every two adjacent connecting girders 3, and reserving a fracture on the templates of each connecting girder 3. Specifically, the temporary support 7 is located at the bridge pier 11 of the bridge.
S2, placing steel bars and steel bundles in templates of the middle box girder 2, the side box girders 1 and the connecting girders 3, and performing pouring procedures and tensioning procedures to form the middle box girder 2 and the side box girders 1 which are mutually independent, and a plurality of connecting girders 3 with a plurality of fracture parts.
S3, installing a hanging die system 12 at the fracture of each connecting beam 3, pouring concrete to form a post-pouring section 13 of the connecting beam 3, and connecting the middle box beam 2, the side box beams 1 and the connecting beams 3 into a whole, wherein the construction of the concrete box beam structure is completed.
The construction method of the separated ultra-wide prestressed concrete box girder structure is suitable for the construction of the side span of the hybrid girder cable-stayed bridge adopting the separated ultra-wide prestressed concrete box girder structure, can effectively reduce the casting difficulty and construction risk of the separated ultra-wide prestressed concrete box girder structure, and reduces the number of temperature cracks or avoids the generation of the temperature cracks. In addition, by adopting the mode of constructing the middle box girder 2 and the side box girders 1 firstly and constructing the post-cast sections 13 of the connecting girders 3 later, the adverse effect of the longitudinal deformation of each box girder on the connecting girders 3 can be effectively reduced, and the reasons for the longitudinal deformation of each box girder include dead weight, prestress tension, shrinkage creep, temperature and the like.
Further, the step S1 further includes: when the templates of the side box girders 1 are erected, the bottom plate templates of the outermost boxes of each side box girder 1 are inclined by a preset angle from inside to outside along the transverse bridge.
Further, the step S3 further includes: after the construction of the concrete box girder structure is completed, a steel tuyere 5 is welded at the outermost side of each side box girder 1.
Further, in the embodiment of the present application, before the step S1, the split ultra-wide prestressed concrete box girder structure is divided into the construction sections in the transverse bridge direction and the longitudinal bridge direction. And a fracture is reserved in the middle of each connecting beam 3 upwards in the transverse bridge, so that the separated ultra-wide prestressed concrete box girder structure is divided into three construction sections. In the longitudinal bridge direction, the bending moment zero point between every two adjacent piers 11 is taken as the dividing line of different construction sections from the side span to the middle span. After the division of the construction segment is completed, step S1 is performed again.
Alternatively, in this embodiment, the width of the fracture may be 2m, and in other embodiments, the length of the fracture may be set according to the actual situation. Further, in the step S2, concrete is poured into the form of each box girder, and the stretching step is to stretch the longitudinal anti-cracking steel bundles and the transverse short steel bundles in each box girder. The specific steps are as follows:
s21, pouring is performed in the bottom plate template of the middle box girder 2 and the bottom plate template of the inner box chamber of the side box girder 1, and pouring is performed in the bottom plate templates of the connecting girders 3 at two ends of the fracture.
S22, pouring in web templates of the middle box girder 2 and the side box girders 1 and in bottom plate templates of the outermost box chambers of the two side box girders 1, and pouring in templates of transverse partition plates 4 of the middle box girder 2 and the side box girders 1 and in web templates of the connecting girders 3.
S23, pouring in the top plate templates of the middle box girder 2 and the side box girders 1, and synchronously pouring in the top plate templates of the connecting girders 3;
S24, after the pouring process is completed and the pouring material reaches a certain strength, the template is removed, and the steel bundles in each box girder are tensioned.
Specifically, in the step S21, the inner chambers of the side frame 1 refer to chambers of the side frame 1 other than the two outermost chambers. In step S21, the bottom plate forms of the middle box girder 2, the bottom plate forms of the inner box chambers of the side box girders 1, and the bottom plate forms of the connecting girders 3 at both ends of the break are poured in synchronization, so that the bottom plates of the middle box girder 2, the bottom plates of the inner box chambers of the side box girders 1, and the bottom plates of the connecting girders 3 at both ends of the break are connected to form a whole, and are commonly stressed.
In the step S22, the web plates of the middle box girder 2 and the side box girder 1 should be layered and symmetrically poured, and in addition, the web plates of the middle box girder 2, the web plates of the side box girder 1, and the web plates of the connecting girder 3 should be synchronously poured, so that the web plates of the middle box girder 2, the web plates of the connecting girder 3, and the web plates of the side box girder 1 are integrally connected to each other to receive a force together.
In the step S23, the top plate templates of the middle box girder 2, the top plate templates of the side box girders 1, and the top plate templates of the connecting girders 3 at the two ends of the fracture should be poured simultaneously, so that the top plate of the middle box girder 2, the top plate of the side box girder 1, and the top plate of the connecting girders 3 at the two ends of the fracture are connected to form a whole and are stressed together.
In the step S24, after the pouring process is completed, covering, watering and curing are performed, and after the pouring material, namely the poured concrete, reaches a certain strength, the template is removed, and the longitudinal anti-cracking steel bundles and the transverse short steel bundles in each box girder are tensioned.
Further, in the longitudinal bridge direction, after the installation of the last section and the steel beam 10 is completed, the pouring process and the tensioning process of the section are performed, and after the construction of the last section is completed, all the remaining longitudinal steel beams in each box girder are tensioned.
Further, the step S24 further includes removing the cast-in-situ bracket 6 after the stretching of the steel beams in each box girder is completed. At this time, the temporary supports 7 and the bridge piers 11 beside the bridge piers 11 provide vertical supports for the middle box girder 2 and the side box girders 1, and the middle box girder 2 and the side box girders 1 are in a continuous girder state, so that asynchronous deformation between the middle box girder 2 and the side box girders 1 caused by dead weight, prestress, temperature, shrinkage creep and the like can be released, and adverse effects on the connecting girders 3 are reduced.
Further, as shown in fig. 8, in the step S3, the construction process of the post-cast section 13 of the connection beam 3 is as follows: and installing a hanging die system 12 at the fracture of the connecting beam 3, and pouring concrete after the steel bar binding and transverse prestress steel beam penetrating are completed to form a post-pouring section 13 of the connecting beam 3.
Further, the post-cast sections 13 of the connecting beams 3 above the transverse bridge should be synchronously and symmetrically constructed, the post-cast sections 13 of the connecting beams 3 are constructed at intervals in batches in the longitudinal bridge, so that the uniform distribution of transverse prestress in each connecting beam 3 can be ensured, wherein the bridge pier top and the joint of the last section and the steel beam 10 should be constructed in a first batch, and the post-cast sections 13 of the connecting beams 3 should be constructed in sequence according to the divided construction sections. And, after the concrete at the post-cast section 13 of each batch of the connection beams 3 reaches a certain strength, the transverse prestress is tensioned.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of describing the present application and simplifying the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be constructed and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
It should be noted that in the present application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is only a specific embodiment of the application to enable those skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (5)
1. The construction method based on the separated ultra-wide prestressed concrete box girder structure is used for the construction of the hybrid cable-stayed bridge with the inhaul cable, and is characterized in that the structure comprises the following components:
the middle box girder (2) extends along the longitudinal bridge;
the side box girders (1) are two in number, the two side box girders (1) are respectively positioned at two sides of the middle box girder (2) and have a distance from the middle box girder (2), each side box girder (1) extends along the longitudinal bridge direction, each side box girder (1) is at least provided with two box chambers, and the top surface and at least part of the bottom surface of each side box girder (1) are level with the middle box girder (2);
The connecting beams (3) are arranged along the transverse bridge in a extending way and are used for connecting the middle box beams (2) with each side box beam (1), at least two connecting beams (3) are arranged between each side box beam (1) and the middle box beam (2), the top surface and the bottom surface of each connecting beam (3) are flush with the middle box beam (2), a distance is reserved between every two adjacent connecting beams (3), and a rectangular hole communicated in the vertical direction is formed;
The connecting beam (3) is of a hollow box structure and comprises a top plate, a bottom plate and webs at two sides;
The middle box girder (2) and each side box girder (1) are internally provided with a plurality of transverse partition boards (4) which are distributed along the longitudinal bridge direction, and the positions of the transverse partition boards (4) of the middle box girder (2), the transverse partition boards (4) in each side box girder (1) and the web plates of the connecting girders (3) are in one-to-one correspondence;
The web plate of each connecting beam (3) is equal in thickness to the diaphragm plates (4) in the middle box beam (2) and the diaphragm plates (4) in the side box beams (1);
the top plate of each connecting beam (3) is connected with the top plate of the middle box beam (2) and the top plate of the side box beam (1), and the bottom plate of each connecting beam (3) is connected with the bottom plate of the middle box beam (2) and the bottom plate of the side box beam (1);
The construction method comprises the following steps:
S1, erecting templates of a middle box girder (2) and side box girders (1) along a longitudinal bridge direction, erecting templates of each connecting girder (3) along a transverse bridge direction, erecting cast-in-situ supports (6) and temporary supports (7) for construction of the middle box girder (2), the side box girders (1) and the connecting girders (3), reserving a distance between the templates of every two adjacent connecting girders (3), and reserving a fracture on the templates of each connecting girder (3);
S2, placing steel bars and steel bundles in templates of the middle box girder (2), the side box girders (1) and the connecting girders (3), and performing pouring procedures and tensioning procedures to form the middle box girder (2) and the side box girders (1) which are mutually independent, and a plurality of connecting girders (3) with a plurality of fracture parts;
S3, installing a hanging die system (12) at the fracture of each connecting beam (3), pouring concrete to form a post-pouring section (13) of the connecting beam (3), and connecting the middle box beam (2), the side box beams (1) and the connecting beams (3) into a whole, wherein the construction of the concrete box beam structure is completed;
in the step S2, the steps of the pouring process and the tensioning process further include:
S21, pouring is carried out in the bottom plate template of the middle box girder (2) and the bottom plate template of the inner box chamber of the side box girder (1), and pouring is carried out in the bottom plate templates of the connecting girders (3) at two ends of the fracture;
s22, pouring in web templates of the middle box girder (2) and the side box girders (1), pouring in bottom plate templates of the outermost box chambers of the two side box girders (1), and pouring in the templates of the transverse partition plates (4) of the middle box girder (2) and the side box girders (1) and the web templates of the connecting girders (3);
s23, pouring is carried out in the top plate templates of the middle box girder (2) and the side box girders (1), and pouring is carried out in the top plate templates of the connecting girders (3) synchronously;
s24, after the pouring process is finished, the materials to be poured reach a certain strength, the templates are removed, and steel bundles in all box girders are tensioned;
Before the step S1, dividing a separated ultra-wide prestressed concrete box girder structure into construction sections in a transverse bridge direction and a longitudinal bridge direction;
Step S24 also comprises the steps that after longitudinal prestress tensioning of the middle box girder (2) and the side box girders (1) is completed, the cast-in-situ support (6) is removed, temporary supports (7) beside piers are reserved, and the middle box girder (2) and the side box girders (1) are mutually independent to form a multi-span continuous girder state;
The step S3 further includes: the post-pouring sections (13) of the connecting beams (3) on the transverse bridge are synchronously and symmetrically constructed, and the post-pouring sections (13) of the connecting beams (3) on the longitudinal bridge are constructed at intervals in batches.
2. The construction method based on the separated ultra-wide prestressed concrete box girder structure as claimed in claim 1, wherein the construction method comprises the following steps: the bottom plate of the outermost box chamber of each side box girder (1) has a preset inclination angle from inside to outside along the transverse bridge.
3. The construction method based on the separated ultra-wide prestressed concrete box girder structure as claimed in claim 1, wherein the construction method comprises the following steps: in each side box girder (1), a web plate connected with the connecting girder (3) is a stiffening plate.
4. The construction method based on the separated ultra-wide prestressed concrete box girder structure as claimed in claim 1, wherein the construction method comprises the following steps: and a steel tuyere (5) is arranged at the outermost side of each side box girder (1).
5. The construction method based on the split ultra-wide prestressed concrete box girder structure of claim 1, wherein the step S1 further comprises: when the templates of the side box girders (1) are erected, the bottom plate templates of the outermost box chambers of each side box girder (1) incline from inside to outside by a preset angle along the transverse bridge.
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