CN114855584A - Separated type ultra-wide prestressed concrete box girder structure and construction method thereof - Google Patents
Separated type ultra-wide prestressed concrete box girder structure and construction method thereof Download PDFInfo
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- CN114855584A CN114855584A CN202210364878.8A CN202210364878A CN114855584A CN 114855584 A CN114855584 A CN 114855584A CN 202210364878 A CN202210364878 A CN 202210364878A CN 114855584 A CN114855584 A CN 114855584A
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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
Abstract
A separated type ultra-wide prestressed concrete box girder structure and a construction method thereof relate to the technical field of hybrid cable-stayed bridge construction. It includes: well case roof beam, two limit case roof beams and tie-beam, well case roof beam and two limit case roof beams pass through many tie-beams and connect, have increased the width of concrete box girder structure. The utility model provides a super wide prestressed concrete box girder structure of disconnect-type decomposes into three case roof beams and carries out the construction, in addition, adopts the mode of the section of watering after each separator box roof beam, the back construction tie-beam of constructing earlier, can effectively reduce each separator box roof beam because of the adverse effect of the asynchronous longitudinal deformation that factors such as dead weight, prestressing force stretch-draw, shrink creep, temperature produced to the tie-beam. In addition, the rigidity of cast-in-place support satisfies each case roof beam respectively can, has reduced and has pour the degree of difficulty to the maintenance is convenient, effectively reduces the risk of concrete beam fracture in the work progress, has improved construction safety nature, has guaranteed construction quality.
Description
Technical Field
The application relates to the technical field of hybrid cable-stayed bridge construction, in particular to a separated type ultra-wide prestressed concrete box girder structure and a construction method thereof.
Background
Along with the annual increase of traffic volume, the multifunctional requirements of bridge structures are gradually improved, and the co-constructed highway and railway bridges become the main development trend at present. For the highway-railway same-layer cable-stayed bridge with smaller side span, the steel-concrete mixed beam cable-stayed bridge is usually the preferred scheme of bridge design, and the side span concrete girder of the bridge also has to have enough bridge deck width to meet the multifunctional requirement of the cable-stayed bridge.
At present, the side span concrete box girder of the steel-concrete mixed beam cable-stayed bridge mostly adopts the form of an integral concrete box girder, the combination of a multi-lane road and a multi-line railway inevitably enables the width of the concrete box girder to be greatly increased, at the moment, the number of chambers of the ultra-wide integral concrete box girder structure is large, and when the ambient temperature suddenly changes, the internal and external temperature difference of the concrete box girder structure is large, so that the temperature of the concrete box girder is increased by self stress, and a large number of temperature cracks appear on the concrete box girder structure. Meanwhile, for the ultra-wide concrete box girder, the traditional cast-in-place support integral cast-in-place concrete girder method is adopted, the rigidity requirement of the cast-in-place support in the construction process is not easy to meet, the concrete crack resistance is difficult to control, and the construction risk is high.
Disclosure of Invention
The embodiment of the application provides a separated type ultra-wide prestressed concrete box girder structure and a construction method thereof, and aims to solve the problems that the temperature difference between the inside and the outside of the ultra-wide concrete box girder structure is large, and a large number of temperature cracks appear.
The utility model provides a super wide prestressed concrete box girder structure of disconnect-type for the mixed cable-stay bridge construction that has the cable, its characterized in that includes:
the middle box girder extends along the longitudinal bridge direction;
the number of the side box beams is two, the two side box beams are respectively positioned on two sides of the middle box beam and have intervals with the middle box beam, each side box beam extends along the longitudinal bridge direction and is provided with at least two box chambers, and the top surface and at least part of the bottom surface of each side box beam are flush with the middle box beam;
the tie-beam sets up to extending along the cross bridge for connect well case roof beam and every limit case roof beam, and set up two piece at least tie-beams, every between every limit case roof beam and the well case roof beam the top surface and the bottom surface of tie-beam all with well case roof beam parallel and level, leave between every two adjacent tie-beams and be equipped with one section distance.
Furthermore, the bottom plate of the box chamber on the outermost side of each side box girder has a preset inclination angle from inside to outside upwards along the transverse bridge direction.
Furthermore, in each side box girder, a web plate connected with the connecting beam is a thickened plate.
Furthermore, the middle box girder and each side box girder are internally provided with a plurality of transverse partition plates which are arranged along the longitudinal bridge direction, and the transverse partition plates of the middle box girder, the transverse partition plates in each side box girder and the connecting beams are in one-to-one correspondence in position.
Furthermore, the outermost side of each side box girder is provided with a steel tuyere.
There is also provided a construction method of the separated type ultra-wide prestressed concrete box girder structure based on claim 1, which comprises:
s1, erecting templates of a middle box girder and a side box girder along the longitudinal bridge direction, erecting templates of each connecting girder along the transverse bridge direction, erecting a cast-in-place support and a temporary support for construction of the middle box girder, the side box girder and the connecting girders, reserving a distance between the templates of every two adjacent connecting girders, and reserving a fracture on the template of each connecting girder;
s2, placing steel bars and steel bundles in the templates of the middle box girder, the side box girder and the connecting girder, and performing a pouring process and a tensioning process to form the middle box girder and the side box girder which are independent from each other and a plurality of connecting girders with a plurality of fractures;
s3, installing a mould hanging system at the fracture of each connecting beam, pouring concrete to form a post-pouring section of the connecting beam, connecting the middle box beam, the side box beams and the connecting beams into a whole, and finishing the construction of the concrete box beam structure.
Further, the step S1 further includes: when the templates of the side box girders are erected, the bottom plate template of the box chamber at the outermost side of each side box girder is inclined upwards by a preset angle from inside to outside along the transverse bridge.
Further, in step S2, the casting step and the tensioning step further include:
s21, pouring in the bottom plate templates of the middle box girder and the inner side box chamber of the side box girder, and pouring in the bottom plate templates of the connecting beams at the two ends of the fracture;
s22, pouring in web templates of the middle box girder and the side box girders, pouring in a bottom plate template of the outermost box chamber of the two side box girders, and pouring in templates of transverse clapboards of the middle box girder and the side box girders and a web template of a connecting girder;
s23, pouring in the top plate templates of the middle box girder and the side box girder, and synchronously pouring in the top plate templates of the connecting girder;
and S24, after the pouring process is completed, removing the template after the pouring material reaches a certain strength, and tensioning the steel bundles in the box girders.
Further, the step S24 includes removing the cast-in-place support after the steel bundles in the box girders are tensioned.
Further, the step S3 further includes: and the post-pouring sections of the connecting beams of the transverse bridge upwards are synchronously and symmetrically constructed, and the post-pouring sections of the connecting beams of the longitudinal bridge upwards are constructed at intervals in batches.
The beneficial effect that technical scheme that this application provided brought includes:
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 beams, so that the width of the concrete box girder structure is increased. Simultaneously, this structure has effectively reduced the cavity quantity of concrete box girder structure, and the tie-beam interval sets up the breach that forms, has increased the area of contact of concrete box girder structure and air, has improved air convection efficiency, can effectively reduce the inside and outside difference in temperature of concrete box girder structure, reduces the temperature self-stress of concrete box girder structure to reduce the production of super wide concrete box girder structure temperature crack.
In addition, in this application embodiment, the super wide prestressed concrete box girder structure of disconnect-type is decomposed into three case roof beams and is under construction, and at the in-process of construction, the rigidity of cast-in-place support satisfy respectively each case roof beam can, effectively solved the problem that the cast-in-place support rigidity requirement of broad width box girder structure is difficult to satisfy, reduced the degree of difficulty of pouring to the maintenance is convenient, effectively reduces the risk of concrete beam fracture in the work progress, has improved construction safety nature, has guaranteed construction quality. In addition, the mode of constructing each separation box girder firstly and constructing the post-pouring section of the connecting girder later is adopted, so that the adverse effect of asynchronous longitudinal deformation of each separation box girder caused by factors such as dead weight, prestress tension, shrinkage creep and temperature on the connecting girder can be effectively reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic view of a transverse bridge structure according to an embodiment of the present disclosure;
FIG. 2 is a schematic structural view of a top plate of an embodiment of the present application with portions of a center box girder, side box girders, and a connecting girder removed;
FIG. 3 is a cross-sectional schematic view of the coupling beam of FIG. 1;
FIG. 4 is a schematic view of a mid-span transverse bridge-direction cast-in-place support structure during construction according to an embodiment of the present application;
FIG. 5 is a schematic structural view of a formwork lifting system of a post-cast section of a connecting beam at a pier in the construction process according to the embodiment of the application;
FIG. 6 is a schematic structural diagram of a longitudinal bridge direction in the construction process according to the 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 disclosure;
fig. 8 is a schematic cross-sectional view of the suspended mold system of fig. 5.
Reference numerals:
1. a side box girder; 2. a middle box girder; 3. a connecting beam; 4. a diaphragm plate; 5. a steel tuyere; 6. a support is cast in place; 7. temporary support; 8. a main tower; 9. a stay cable; 10. a steel beam; 11. a bridge pier; 12. a mould hanging system; 13. and (5) post-pouring.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides a separated type ultra-wide prestressed concrete box girder structure and a construction method thereof, and can solve the problems that the temperature difference between the inside and the outside of the ultra-wide concrete box girder structure is large, and a large number of temperature cracks appear.
As shown in fig. 1 and 2, a separated type ultra-wide prestressed concrete box girder structure is used for construction of a hybrid cable-stayed bridge with guys, and comprises a middle box girder 2, a side box girder 1 and a connecting girder 3.
Wherein, well case roof beam 2 extends along the longitudinal bridge to setting up.
The number of limit case roof beam 1 is two, and two limit case roof beams 1 are located the both sides of well case roof beam 2 respectively to have the interval with well case roof beam 2. Every limit case roof beam 1 all extends along the longitudinal bridge to set up to every limit case roof beam 1 has two boxrooms at least. The top and at least part of the bottom of each side box girder 1 is flush with the middle box girder 2.
The tie-beam 3 sets up to extending along the cross bridge, and the tie-beam 3 is arranged in connecting box girder 2 and every limit box girder 1 to set up two piece at least tie-beams 3 between every limit box girder 1 and the middle box girder 2. The top surface and the bottom surface of every tie-beam 3 all with 2 parallel and level of well case roof beams, leave between every two adjacent tie-beams 3 and be equipped with one section distance.
Specifically, above-mentioned well case roof beam 2 includes the web of roof, bottom plate and both sides, and in this embodiment, well case roof beam 2 can be single case two room straight web symmetry box structures, arranges the central line department in the super wide concrete case roof beam structure of disconnect-type of this application. In other embodiments, the number of the chambers of the middle box girder 2 may be selected according to practical situations. Each side box girder 1 comprises a top plate, a bottom plate and web plates at two sides, and each side box girder 1 is of a single-box double-chamber straight web plate type box structure.
In the embodiment of the invention, each side box girder 1 is connected with the middle box girder 2 through the connecting girder 3 to form an ultra-wide bridge deck structure. The middle box girder 2 is a railway main girder and is used for bearing railway loads, and the two side box girders 1 are road main girders and are used for bearing road loads, so that the functional requirements of the simultaneous operation of roads and railways are met.
In addition, the connecting beam 3 becomes a natural barrier between a train on a railway and an automobile on a highway, so that mutual interference caused by railway ballast splashing or automobile driving accidents is avoided, and the driving safety is ensured. The web of tie-beam 3, the web of well case roof beam 2 and the web of limit case roof beam 1 form the rectangle hole of interval arrangement, have increased the area of contact of well case roof beam 2, limit case roof beam 1 and tie-beam 3 with the air, have improved air convection efficiency, have reduced the production of the temperature crack of this application embodiment.
Further, as shown in fig. 1, the bottom plate of the outermost box chamber of each side box girder 1 has a predetermined inclination angle from inside to outside upward along the transverse bridge direction, so as to improve the wind resistance and the ornamental value of the structural landscape in the embodiment of the present 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 weight of the connecting beam can be reduced. Specifically, each connecting beam 3 comprises a top plate, a bottom plate and webs on two sides, and each connecting beam 3 is arranged between the middle box beam 2 and each side box beam 1.
Furthermore, in each side box girder 1, the web plate connected with the connecting beam 3 is a thickened plate, one end of the stay cable 9 of the hybrid cable-stayed bridge is anchored to the thickened plate, the other end of the stay cable is anchored to the main tower 8, and the thickness of the thickened plate is required to meet the anchoring requirement of the stay cable 9.
Further, the interior of the middle box girder 2 and each side box girder 1 is provided with a plurality of transverse partition plates 4 arranged along the longitudinal bridge direction, and the transverse partition plates 4 of the middle box girder 2, the transverse partition plates 4 in each side box girder 1 and the connecting beams 3 are in one-to-one correspondence in position.
Specifically, the web of each connecting beam 3 is as thick as the diaphragm 4 in the middle box girder 2 and the diaphragm 4 in the side box girder 1, and the webs are aligned and connected one by one at the longitudinal bridge position to form the integral diaphragm 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 vertical ability of shearing of tie-beam 3, avoid leading to the tie-beam 3 to receive the shear failure because of the axle power difference of three case roof beams.
Further, the outermost side of each side box girder 1 is provided with a steel tuyere 5.
Specifically, each steel tuyere 5 is connected with the side box girder 1 on the same side, and in this embodiment, the steel tuyere 5 is welded to the embedded steel plate along the longitudinal bridge direction in the outermost web of the side box girder 1.
The embodiment of the present application further provides a construction method based on the above-mentioned separated type ultra-wide prestressed concrete box girder structure, as shown in fig. 4 to 7, the construction method includes the following steps:
s1, erecting formworks of the middle box girder 2 and the side box girder 1 along the longitudinal direction, erecting formworks of each connecting girder 3 along the transverse direction, erecting a cast-in-place support 6 and a temporary support 7 for construction of the middle box girder 2, the side box girder 1 and the connecting girders 3, reserving a distance between the formworks of every two adjacent connecting girders 3, and reserving a fracture on the formwork of each connecting girder 3. Specifically, the temporary brace 7 is located at a bridge pier 11 of the bridge.
S2, placing steel bars and steel bundles in the templates of the middle box girder 2, the side box girder 1 and the connecting girder 3, and performing a pouring process and a tensioning process to form the middle box girder 2 and the side box girder 1 which are independent from each other and a plurality of connecting girders 3 with a plurality of fractures.
S3, installing a mould hanging system 12 at the fracture of each connecting beam 3, pouring concrete to form a post-pouring section 13 of each connecting beam 3, connecting the middle box beam 2, the side box beams 1 and the connecting beams 3 into a whole, and completing the construction of the concrete box beam structure.
The construction method of the separated type ultra-wide prestressed concrete box girder structure is suitable for construction of the side span of a hybrid beam cable-stayed bridge adopting the separated type concrete box girder structure, can effectively reduce pouring difficulty and construction risk of the separated type ultra-wide prestressed concrete box girder structure, and reduces the number of temperature cracks or avoids the generation of the temperature cracks. In addition, the mode that the middle box girder 2 and the side box girders 1 are constructed firstly and the post-cast section 13 of the connecting girder 3 is constructed secondly is adopted, so that the adverse effect of the longitudinal deformation of each box girder on the connecting girder 3 can be effectively reduced, and the reasons for the longitudinal deformation of each box girder comprise dead weight, prestress tension, shrinkage creep, temperature and the like.
Further, the step S1 includes: when the templates of the side box girders 1 are erected, the bottom plate template of the box chamber at the outermost side of each side box girder 1 is inclined upwards from inside to outside along the transverse bridge by a preset angle.
Further, the step S3 includes: and after the construction of the concrete box girder structure is completed, welding a steel tuyere 5 on the outermost side of each side box girder 1.
Further, in the embodiment of the present application, before the step S1, the separated ultra-wide prestressed concrete box girder structure is divided into the construction sections in the transverse direction and the longitudinal direction. In the transverse bridge direction, a fracture is reserved in the middle of each connecting beam 3, so that the separated type ultra-wide prestressed concrete box girder structure is divided into three construction sections. In the direction from the side span to the midspan in the vertical bridge direction, the bending moment zero point between every two adjacent bridge piers 11 is used as a boundary line of different construction sections. After the division of the construction segment is completed, step S1 is performed.
Optionally, 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 an actual situation. Further, in the step S2, the pouring step is to pour concrete into the form of each box girder, and the tensioning step is to tension the longitudinal anti-cracking steel bundles and the transverse short steel bundles in each box girder. The method comprises the following specific steps:
and S21, pouring into the bottom plate templates of the middle box girder 2 and the inner box chamber of the side box girder 1, and pouring into the bottom plate templates of the connecting beams 3 at two ends of the fracture.
And S22, pouring in web templates of the middle box girder 2 and the side box girders 1, pouring in a bottom plate template of the outermost box chamber of the two side box girders 1, and pouring in templates of the diaphragm plates 4 of the middle box girder 2 and the side box girders 1 and a web template of the connecting girder 3.
S23, pouring in the top plate templates of the middle box girder 2 and the side box girder 1, and synchronously pouring in the top plate templates of the connecting girder 3;
s24, completing the pouring process, removing the template after the pouring material reaches a certain strength, and tensioning the steel bundles in the box girders.
Specifically, in step S21, the inner side box room of the side box girder 1 refers to the other box rooms except for the two outermost box rooms in the side box girder 1. In step S21, the bottom plate formwork of the middle box girder 2, the bottom plate formwork of the inner box chamber of the side box girder 1, and the bottom plate formworks of the connection beams 3 at both ends of the fracture are poured in synchronization with each other, so that the bottom plate of the middle box girder 2, the bottom plate of the inner box chamber of the side box girder 1, and the bottom plates of the connection beams 3 at both ends of the fracture are connected to form a whole and are subjected to a force together.
In step S22, the middle box girder 2 and the side box girder 1 should be poured symmetrically in layers, and the bulkhead 4 of the middle box girder 2, the bulkhead 4 of the side box girder 1, and the web of the connecting girder 3 should be poured simultaneously, so that the bulkhead 4 of the middle box girder 2, the bulkhead 4 of the side box girder 1, and the web of the connecting girder 3 are connected to form a whole and are stressed together.
In step S23, the top plate formwork of the middle box girder 2, the top plate formwork of the side box girder 1, and the top plate formwork of the connecting girder 3 at both ends of the fracture are 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 girder 3 at both ends of the fracture are connected to form a whole and are stressed together.
In the step S24, after the pouring process is completed, water spraying and curing are performed, after the pouring material, that is, the poured concrete reaches a certain strength, the formwork is removed, and the longitudinal anti-cracking steel bundles and the transverse short steel bundles in each box girder are tensioned.
Furthermore, after the last segment is installed with the steel beam 10 in the vertical bridge direction, the casting process and the tensioning process of the segment are carried out, and after the construction of the last segment is completed, all the remaining longitudinal steel bundles in each box girder are tensioned.
Further, the step S24 includes removing the cast-in-place support 6 after the steel bundles in the box girders are tensioned. At this time, the temporary supports 7 and the piers 11 beside the piers 11 provide vertical supports for the middle box girder 2 and the side box girder 1, and the middle box girder 2 and the side box girder 1 are in a continuous girder state, so that asynchronous deformation between the middle box girder 2 and the side box girder 1 caused by self-weight, prestress, temperature, shrinkage creep and the like can be released, and adverse effects on the connecting girder 3 can be reduced.
Further, as shown in fig. 8, in the mold lifting system 12 of the post-cast section 13 of the connection beam 3, in the step S3, the construction process of the post-cast section 13 of the connection beam 3 is as follows: and (3) installing a mould hanging system 12 at the fracture of the connecting beam 3, and pouring concrete after the binding of the steel bars and the penetration of the transverse prestressed steel bundles are finished to form a post-pouring section 13 of the connecting beam 3.
Further, the post-pouring sections 13 of the connecting beams 3 with the upward transverse bridges are symmetrically constructed synchronously, the post-pouring sections 13 of the connecting beams 3 with the upward longitudinal bridges are constructed at intervals in batches, the uniform distribution of transverse prestress in the connecting beams 3 can be ensured, wherein the pier tops of the bridges and the joints of the last sections and the steel beams 10 are constructed at the first batch, and the post-pouring sections 13 of the other connecting beams 3 are constructed in sequence according to the divided construction sections. And, after the concrete at the post-cast section 13 of the connection beam 3 of each batch reaches a certain strength, the transverse prestress is tensioned.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected 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 as appropriate.
It is noted that, in this 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. Also, 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 an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present 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 (10)
1. The utility model provides a super wide prestressed concrete box girder structure of disconnect-type for the mixed cable-stay bridge construction that has the cable, its characterized in that includes:
the middle box girder (2) extends along the longitudinal bridge direction;
the number of the side box girders (1) is two, the two side box girders (1) are respectively positioned at two sides of the middle box girder (2) and have a distance with 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 flush with the middle box girder (2);
connecting beam (3), set up to extending along the cross bridge for connect well case roof beam (2) and every limit case roof beam (1), and set up two piece at least connecting beam (3), every between every limit case roof beam (1) and well case roof beam (2) the top surface and the bottom surface of connecting beam (3) all with well case roof beam (2) parallel and level, leave between every two adjacent connecting beam (3) and be equipped with one section distance.
2. The split ultra-wide prestressed concrete box girder structure of claim 1, wherein: the bottom plate of the box chamber on the outermost side of each side box girder (1) has a preset inclination angle from inside to outside upwards along the transverse bridge direction.
3. The split ultra-wide prestressed concrete box girder structure of claim 1, wherein: in each side box girder (1), a web plate connected with the connecting beam (3) is a thickened plate.
4. The split ultra-wide prestressed concrete box girder structure of claim 1, wherein: the middle box girder (2) and each side box girder (1) are internally provided with a plurality of transverse clapboards (4) which are arranged along the longitudinal bridge direction, and the transverse clapboards (4) of the middle box girder (2), the transverse clapboards (4) in each side box girder (1) and the connecting beams (3) are in one-to-one correspondence in position.
5. The split ultra-wide prestressed concrete box girder structure of claim 1, wherein: and the outermost side of each side box girder (1) is provided with a steel tuyere (5).
6. A construction method of a separated type ultra-wide prestressed concrete box girder structure based on claim 1, characterized by comprising:
s1, erecting templates of the middle box girder (2) and the side box girder (1) along the longitudinal direction, erecting templates of each connecting girder (3) along the transverse direction, erecting cast-in-place supports (6) and temporary supports (7) for construction of the middle box girder (2), the side box girder (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 template of each connecting girder (3);
s2, placing steel bars and steel bundles in the templates of the middle box girder (2), the side box girder (1) and the connecting girder (3), and performing a pouring process and a tensioning process to form the middle box girder (2) and the side box girder (1) which are independent from each other and a plurality of connecting girders (3) with a plurality of fractures;
s3, installing a mould hanging system (12) at the fracture of each connecting beam (3), pouring concrete to form a post-pouring section (13) of each connecting beam (3), connecting the middle box beam (2), the side box beams (1) and the connecting beams (3) into a whole, and completing the construction of the concrete box beam structure.
7. The construction method of the separated ultra-wide prestressed concrete box girder structure, according to claim 6, wherein said step S1 further comprises: when the templates of the side box girders (1) are erected, the bottom template of the outermost box chamber of each side box girder (1) is inclined upwards by a preset angle from inside to outside along the transverse bridge direction.
8. The construction method of the separated type ultra-wide prestressed concrete box girder structure of claim 7, wherein in the step S2, the steps of the pouring process and the tensioning process further comprise:
s21, pouring in bottom plate templates of the middle box girder (2) and the inner side box chamber of the side box girder (1), and pouring in bottom plate templates of the connecting beams (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 a bottom plate template of the outermost box chamber 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 a web template of the connecting girder (3);
s23, pouring in the top plate templates of the middle box girder (2) and the side box girder (1), and synchronously pouring in the top plate templates of the connecting girder (3);
and S24, after the pouring process is completed, removing the template after the pouring material reaches a certain strength, and tensioning the steel bundles in the box girders.
9. The construction method of the separated type ultra-wide prestressed concrete box girder structure according to claim 8, wherein said step S24 further comprises removing the cast-in-place support (6) after the steel bundles in each box girder are tensioned.
10. The construction method of the separated ultra-wide prestressed concrete box girder structure, according to claim 6, wherein said step S3 further comprises: the post-pouring sections (13) of the connecting beams (3) with the upward transverse bridges are synchronously and symmetrically constructed, and the post-pouring sections (13) of the connecting beams (3) with the upward longitudinal bridges are constructed at intervals in batches.
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