CN114837069B - Pier beam consolidation structure of steel box girder bridge and construction method thereof - Google Patents
Pier beam consolidation structure of steel box girder bridge and construction method thereof Download PDFInfo
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- CN114837069B CN114837069B CN202210447922.1A CN202210447922A CN114837069B CN 114837069 B CN114837069 B CN 114837069B CN 202210447922 A CN202210447922 A CN 202210447922A CN 114837069 B CN114837069 B CN 114837069B
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- box girder
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- pier
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 453
- 239000010959 steel Substances 0.000 title claims abstract description 453
- 238000007596 consolidation process Methods 0.000 title claims abstract description 41
- 238000010276 construction Methods 0.000 title claims abstract description 24
- 238000003466 welding Methods 0.000 claims abstract description 66
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 238000005192 partition Methods 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 8
- 230000005540 biological transmission Effects 0.000 abstract description 2
- 238000005266 casting Methods 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 230000002277 temperature effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- 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
-
- 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
-
- 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
-
- 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
- E01D2101/30—Metal
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Abstract
The invention relates to a pier beam consolidation structure of a steel box girder bridge and a construction method thereof, belonging to the technical field of bridge engineering. The invention adopts the mode of manufacturing the prefabricated steel structure comprising the core steel cylinder, the pier top steel plate and the steel box girder in a factory in advance and integrally transferring and installing on site, avoids the on-site large-scale overhead welding, has better construction quality and better force transmission effect, and has more stable overall structure.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, and relates to a pier-beam consolidation structure of a steel box girder bridge and a construction method thereof.
Background
Because the influence of construction on traffic is reduced as much as possible, the upper structure of the urban bridge often adopts a steel box girder, but because the steel structure is sensitive to temperature, under the effect of temperature effect, the condition that a transverse support is out of order often occurs, so that the steel bridge is often designed to adopt a concretion pier. The traditional steel box girder bridge pier girder consolidation structure comprises a steel column, a steel box girder connected to the steel column and concrete poured into the steel box girder and the steel column; the construction steps are as follows: firstly, fixing a steel column at the installation position of a pier, then hoisting a steel box girder onto the steel column, performing field welding, and pouring concrete after the welding is finished. The traditional steel box girder bridge pier girder consolidation structure has the following problems:
1. because the traditional steel box girder bridge pier girder consolidation structure adopts a mode of filling concrete into steel pipes, the tight connection between the concrete and the steel columns cannot be ensured, and the connection at the pier girder joint part is unreliable; on the other hand, the bridge pier has high rigidity and more distributed stress caused by filling concrete in the steel pipe, but the concrete part in the steel column and the steel box girder can not effectively share the stress, so that the stress born by the steel column is very large and the stress is unreasonable, and the steel column with very large stress is required to bear the stress, so that the economy is poor.
2. The steel column and the bottom of the steel box girder are usually welded and connected on site in the traditional steel box girder bridge pier girder consolidation structure, and the stress of the welding line is very large due to the fact that the stress shared by the steel column is very large, so that the design height of the fillet weld is very high, and sometimes groove welding lines are needed to be adopted, but the welding of the steel column and the steel box girder in the traditional steel box girder bridge girder consolidation structure is carried out on site, and the construction quality of the welding line is difficult to guarantee due to the fact that the welding line is subjected to on-site overhead welding in a large scale, so that certain potential safety hazards exist in the steel box girder bridge girder consolidation structure.
Disclosure of Invention
In view of the above, the present invention aims to provide a pier beam consolidation structure of a steel box girder bridge and a construction method thereof, which adopts a factory prefabricated steel structure and a pier beam consolidation structure of a concrete pier column for binding and pouring in situ, so as to solve the above problems.
In order to achieve the above purpose, the present invention provides the following technical solutions:
in one aspect, the invention provides a pier girder consolidation structure of a steel box girder bridge, which comprises a concrete pier column, a core steel cylinder pre-embedded in the concrete pier column, a steel box girder installed on the concrete pier column and a pier top steel plate installed on the concrete pier column and close to one side of the steel box girder, wherein the steel box girder comprises a steel box girder bottom plate, a steel box girder top plate and a steel box girder web plate for connecting the steel box girder bottom plate and the steel box girder top plate;
the core steel cylinder penetrates through the pier top steel plate and the steel box girder bottom plate to the steel box girder top plate, and is fixedly connected with the pier top steel plate, the steel box girder bottom plate and the steel box girder top plate;
the core steel cylinder, the steel box girder and the concrete pier column are filled with concrete, and a plurality of welding nails are arranged on the outer side of the core steel cylinder to strengthen the connection stability of the core steel cylinder and the concrete;
the pier top steel plate is connected with the concrete pier column through a shear key embedded in the concrete pier column, and the pier top steel plate is fixedly connected with the steel box girder bottom plate.
In some embodiments of the present disclosure, a plurality of longitudinal stiffening ribs arranged along the bridge direction of the steel box girder bridge are uniformly arranged on one surface of the steel box girder bottom plate and the steel box girder top plate facing the interior of the steel box girder.
In some embodiments of the present disclosure, stiffening diaphragms are disposed in the steel box girder along the transverse bridge direction of the steel box girder bridge, and are welded with the steel box girder bottom plate, the steel box girder web plate and the steel box girder top plate respectively.
In some embodiments of the present disclosure, the stiffening diaphragms include a central stiffening diaphragm and two side stiffening diaphragms, the position of the central stiffening diaphragm is matched with the core steel cylinder and is connected with the core steel cylinder by welding, and the two side stiffening diaphragms are positioned on two sides of the core steel cylinder to form a concrete casting cavity bounded by the steel box girder web and the two side stiffening diaphragms.
In some embodiments of the present disclosure, longitudinal stiffening ribs are disposed in the steel box girder along the bridge direction of the steel box girder bridge, and the longitudinal stiffening ribs are welded with the two-side stiffening transverse diaphragms and the steel box girder bottom plate respectively.
In some embodiments of the present disclosure, the longitudinal stiffening rib plates include a central longitudinal stiffening rib plate and two side longitudinal stiffening rib plates, the height of the central longitudinal stiffening rib plate is consistent with the height of the steel box girder, the central longitudinal stiffening rib plate is welded with the top plate of the steel box girder and the core steel cylinder, the two side longitudinal stiffening rib plates are installed on two sides of the core steel cylinder, the two side longitudinal stiffening rib plates are welded with the central stiffening diaphragm plate, and the height of the central longitudinal stiffening rib plate is smaller than the height of the steel box girder so as to ensure that concrete pumping pipes in the steel box girder pass through.
On the other hand, the invention also provides a construction method of the pier beam consolidation structure of the steel box girder bridge, which comprises the following steps:
s1: manufacturing all parts of the pier girder consolidation structure in a factory, welding the shear key on one side of the pier top steel plate far away from the steel box girder, enabling the core steel cylinder to penetrate through the pier top steel plate and the steel box girder bottom plate to reach a steel box girder top plate, welding and connecting the core steel cylinder with the pier top steel plate, the steel box girder bottom plate and the steel box girder top plate, welding and connecting the steel box girder web plate with the steel box girder bottom plate and the steel box girder top plate, and welding the welding nails on the outer side of the core steel cylinder to obtain a prefabricated steel structure;
s2: temporary buttresses are arranged on two sides of the concrete pier column installation position along the bridge direction of the steel box girder bridge, and the prefabricated steel structure is positioned and supported through the temporary buttresses after being transported to the site.
S3: and binding reinforcing steel bars of the concrete pier column, setting up a peripheral template after the binding is completed, and pouring concrete of the concrete pier column, the steel box girder and the core steel cylinder after the setting of the template is completed, so that the construction is completed.
In some embodiments of the present disclosure, after welding the end of the bound steel bar near the pier top steel plate to the pier top steel plate in step S3, setting up the perimeter template is performed.
In some embodiments of the present disclosure, in step S1, the steel box girder further includes a central stiffening diaphragm and two side stiffening diaphragms disposed in the steel box girder along a bridge direction of the steel box girder bridge, the position of the central stiffening diaphragm is matched with the core steel cylinder, and the two side stiffening diaphragms are located at two sides of the core steel cylinder for forming a concrete casting cavity bounded by the steel box girder web and the two side stiffening diaphragms.
The central stiffening diaphragm plates and the stiffening diaphragm plates on two sides are welded and connected with the steel box girder bottom plate, the steel box girder web plate and the steel box girder top plate, and the core steel cylinder is welded and connected with the central stiffening diaphragm plates.
After the core steel cylinder is welded with the pier top steel plate, the steel box girder bottom plate and the steel box girder top plate, the central stiffening diaphragm plates and the stiffening diaphragm plates at the two sides are welded, and then the welding nails are welded.
In some embodiments of the present disclosure, in step S1, the steel box girder further includes a central longitudinal stiffening rib plate and two side longitudinal stiffening rib plates disposed along the bridge direction of the steel box girder in the steel box girder, and the central longitudinal stiffening rib plate and the two side longitudinal stiffening rib plates are welded with the two side stiffening transverse diaphragms and the steel box girder bottom plate.
The height of the central longitudinal stiffening rib plates is consistent with that of the steel box girder, the central longitudinal stiffening rib plates are welded with the top plate of the steel box girder and the core steel cylinder, the longitudinal stiffening rib plates on two sides are installed on two sides of the core steel cylinder, the longitudinal stiffening rib plates on two sides are welded with the central reinforcing diaphragm plates, and the height of the central longitudinal stiffening rib plates is smaller than that of the steel box girder so as to ensure that concrete pumping pipes in the steel box girder pass through.
And the welding of the central longitudinal stiffening rib plates and the longitudinal stiffening rib plates at the two sides is simultaneously carried out with the welding of the central stiffening diaphragm plates and the stiffening diaphragm plates at the two sides.
In some embodiments of the present disclosure, the concrete casting cavity of the steel box girder and the concrete within the concrete pier column are both C40 micro-expansive concrete.
The invention has the beneficial effects that:
1. the invention is characterized in that the core steel cylinder is embedded in the concrete pier column, penetrates through the pier top steel plate and the steel box girder bottom plate to the steel box girder top plate, and is welded and connected with the pier top steel plate, the steel box girder bottom plate and the steel box girder top plate respectively by adopting the split welding seam; the pier top steel plate is connected with the steel box girder bottom plate by adopting peripheral weld joints, a large number of shear keys are embedded in the concrete pier column at the bottom of the pier top steel plate, and the tops of the steel bars bound in the concrete pier column are welded with the pier top steel plate, so that the pier top steel plate becomes another effective way for transmitting the load effect on the upper part of the steel box girder to the concrete pier column.
2. Compared with the common pier beam consolidation structure for constructing pier columns and then erecting an upper steel box beam, the construction method of the pier beam consolidation structure of the steel box beam bridge provided by the invention adopts the mode of manufacturing the prefabricated steel structure comprising the core steel cylinder, the pier top steel plate and the steel box beam in a factory in advance, and integrally transporting and installing on site, so that the on-site large-scale overhead welding is avoided, the construction quality is better satisfied, and the safety is better.
3. Compared with the common steel pipe consolidation pier, the invention adopts the form of wrapping the core steel cylinder by the concrete pier column, and the overall aesthetic property of the bridge can be further improved because the concrete pier column can adopt more various appearance forms.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objects and other advantages of the invention may be realized and obtained by means of the instrumentalities and combinations particularly pointed out in the specification.
Drawings
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in the following preferred detail with reference to the accompanying drawings, in which:
FIG. 1 is a schematic overall structure of a pier beam consolidation structure of a steel box girder bridge;
FIG. 2 is a plan view of a steel box girder top plate of a pier girder consolidation structure of a steel box girder bridge and a relative relationship with a core steel cylinder;
FIG. 3 is a plan view of the steel box girder bottom plate of the pier girder consolidation structure of the steel box girder bridge and the relative relationship with the core steel cylinder and the pier top steel plate;
FIG. 4 is a schematic cross-sectional view of a pier beam consolidation structure of a steel box girder bridge;
fig. 5 is a schematic diagram of a cross-sectional structure of a pier beam consolidation structure of a steel box girder bridge.
Reference numerals: the steel column comprises a 1-core steel cylinder, 2-cylindrical welding nails, 3-pier top steel plates, 4-steel box girder bottom plates, 5-steel box girder webs, 6-steel box girder top plates, 7-longitudinal stiffening ribs, 8-stiffening transverse partition plates, 8-1-central stiffening transverse partition plates, 8-2-two side stiffening transverse partition plates, 9-stiffening rib plates, 9-1-central longitudinal stiffening rib plates, 9-2-two side longitudinal stiffening rib plates, 10-concrete pier columns, 11-reserved pouring and vibrating holes, 11-1-pier top steel plate reserved pouring holes, 11-2-core steel cylinder pouring holes, 11-3-top plate pouring holes, 12-top plate reserved temporary manholes and 13-shear keys.
Detailed Description
Other advantages and effects of the present invention will become apparent to those skilled in the art from the following disclosure, which describes the embodiments of the present invention with reference to specific examples. The invention may be practiced or carried out in other embodiments that depart from the specific details, and the details of the present description may be modified or varied from the spirit and scope of the present invention. It should be noted that the illustrations provided in the following embodiments merely illustrate the basic idea of the present invention by way of illustration, and the following embodiments and features in the embodiments may be combined with each other without conflict.
Wherein the drawings are for illustrative purposes only and are shown in schematic, non-physical, and not intended to limit the invention; for the purpose of better illustrating embodiments of the invention, certain elements of the drawings may be omitted, enlarged or reduced and do not represent the size of the actual product; it will be appreciated by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.
The same or similar reference numbers in the drawings of embodiments of the invention correspond to the same or similar components; in the description of the present invention, it should be understood that, if there are terms such as "upper", "lower", "left", "right", "front", "rear", etc., that indicate an azimuth or a positional relationship based on the azimuth or the positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but not for indicating or suggesting that the referred device or element must have a specific azimuth, be constructed and operated in a specific azimuth, so that the terms describing the positional relationship in the drawings are merely for exemplary illustration and should not be construed as limiting the present invention, and that the specific meaning of the above terms may be understood by those of ordinary skill in the art according to the specific circumstances.
Example 1
Referring to fig. 1-5, a pier-girder consolidation structure of a steel box girder bridge comprises a core steel cylinder 1, a concrete pier column 10 and a steel box girder, wherein the steel box girder comprises a steel box girder bottom plate 4, a steel box girder web 5 and a steel box girder top plate 6, a large number of cylindrical welding nails 2 are arranged around the core steel cylinder 1, the core steel cylinder 1 is embedded in the concrete pier column 10, an embedded pier top steel plate 3 is arranged at the top of the concrete pier column 10, and the core steel cylinder 1 penetrates through the pier top steel plate 3 and the steel box girder bottom plate 4 until reaching the steel box girder top plate 6.
The steel box girder bottom plate 4 and the steel box girder top plate 6 are provided with a plurality of longitudinal stiffening ribs 7 which are arranged along the bridge direction of the steel box girder bridge on one side facing the inside of the steel box girder, the steel box girder is internally provided with stiffening diaphragm plates 8 which are arranged along the bridge direction of the steel box girder bridge, each stiffening diaphragm plate 8 comprises a central stiffening diaphragm plate 8-1 and two side stiffening diaphragm plates 8-2, each central stiffening diaphragm plate 8-1 and each two side stiffening diaphragm plate 8-2 are welded with the steel box girder bottom plate 4, the steel box girder web plate 5 and the steel box girder top plate 6, each central stiffening diaphragm plate 8-1 is also welded with the core steel cylinder 1, and the two side stiffening diaphragm plates 8-2 are positioned on two sides of the core steel cylinder 1 and are used for forming a concrete pouring cavity which is bounded by the steel box girder web plate 5 and the two side stiffening diaphragm plates 8-2; the steel box girder is internally provided with longitudinal stiffening rib plates 9 which are arranged along the bridge direction of the steel box girder bridge, the longitudinal stiffening rib plates 9 comprise central longitudinal stiffening rib plates 9-1 and two side longitudinal stiffening rib plates 9-2, the height of the central longitudinal stiffening rib plates 9-1 is consistent with that of the steel box girder, the central longitudinal stiffening rib plates are respectively welded and connected with the steel box girder bottom plate 4, the steel box girder top plate 6, the two side stiffening diaphragm plates 8-2 and the core steel cylinder 1, the two side longitudinal stiffening rib plates 9-2 are welded and connected with the steel box girder bottom plate 4, the central stiffening diaphragm plates 8-1 and the two side stiffening diaphragm plates 8-2, and the height of the central longitudinal stiffening rib plates is smaller than that of the steel box girder so as to ensure that concrete pumping pipes in the steel box girder pass through.
A plurality of shear keys 13 are arranged between the pier top steel plates 3 and the concrete pier columns 10, the pier top steel plates 3 and the steel box girder bottom plates 4 are connected by adopting fillet welds, and the core steel cylinders 1 are connected with the steel box girder top plates 6, the steel box girder bottom plates 4 and the pier top steel plates 3 by adopting split welding.
The appearance of the core steel cylinder 1 is rectangular and is formed by welding steel plates, a reserved pouring and vibrating hole 11 is further formed in the embodiment, the reserved pouring 11 comprises a reserved pouring 11-1 of a pier top steel plate arranged on a steel box girder bottom plate 4 and a pier top steel plate 3, a core steel cylinder pouring hole 11-2 which is arranged on a steel box girder top plate 6 and corresponds to the core steel cylinder 1, and a top plate pouring hole 11-3 which is arranged on the steel box girder top plate 6 and corresponds to a concrete pouring chamber, wherein the reserved pouring 11-1 of the pier top steel plate is used for pouring and vibrating of pier column concrete pier column 10, the core steel cylinder pouring hole 11-2 is used for pouring and vibrating concrete of the interior of the core steel cylinder 1 and the concrete pier column 10, and the top plate pouring hole 11-3 is used for pouring and vibrating concrete of the interior of the steel box girder top plate 6; in the embodiment, a temporary manhole 12 is reserved on the top plate 6 of the steel box girder, and is used for welding a cylindrical welding nail 2, a steel box girder bottom plate 4, the top plate 6 of the steel box girder, a central stiffening diaphragm plate 8-1, a central longitudinal stiffening rib plate 9-1 and a core steel cylinder 1 in the steel box girder, and can also be used for concrete pouring and vibrating holes of the steel box girder; all exposed steel structural components were subjected to corrosion and rust prevention in this example. Setting temporary buttresses on site, wherein the positions of the temporary buttresses correspond to the positions of stiffening transverse baffles 8-2 on two sides; the shear key 13 arranged on the pier top steel plate 3, and the cylindrical welding nails 2 arranged on the periphery of the core steel cylinder 1 are matched with the reinforcement arrangement of the concrete pier column 10.
Specifically, the total width of the bridge deck of the steel box girder is 5700mm, wherein the width of a box chamber is b1=3300 mm, the width of flanges on two sides is b2=1200 mm, and the height of the steel box girder is 1700mm; the steel box girder bottom plate 4, the steel box girder web 5, the steel box girder top plate 6, the stiffening diaphragm plates 8 and the stiffening rib plates 9 are all made of steel plates with the thickness of 20mm, and the longitudinal stiffening ribs 7 are made of steel plates with the thickness of 16 mm; the length L=4500 mmm of the section of the steel box girder is manufactured, the longitudinal length of the bottom plate 4 of the steel box girder is 4500mm in accordance with the length of the section, the longitudinal length of the top plate 6 of the steel box girder is 35000mm, the length of the longitudinal stiffening rib 7 is 4000mm, and the web 5 of the steel box girder adopts a Z-shaped steel structure. Because bridge floor width is great, combines the transportation condition, and during the mill prefabrication, steel case roof 6 flange outside b2-100mm width adopts the mill to process the back and moves to the scene and splice.
The concrete pier column 10 is shaped by a vase pier, the cross section size of the bottom is a rectangle with the cross-bridge direction of 1400mm and the longitudinal bridge direction of 1100mm and the 2500mm range of the pier top is gradually changed into a rectangle with the cross-bridge direction of 3000mm and the longitudinal bridge direction of 1100 mm.
The length of the core steel cylinder 1 embedded into the concrete pier column 10 is 2500mm, and the top of the core steel cylinder extends to the steel box girder top plate 6; the core steel cylinder 1 is formed by processing a steel plate with the thickness of 20mm, and the external dimension is a rectangle with the transverse bridge direction of 500mm and the longitudinal bridge direction of 400 mm; a plurality of cylindrical welding nails 2 are arranged around the core steel cylinder 1, the horizontal spacing of the cylindrical welding nails 2 is 100mm, and the vertical spacing is 200mm.
The pier top steel plate 3 is a 20mm thick steel plate, the plane size is consistent with the top size of the concrete pier column 10, the pier top steel plate 3 and the steel box girder bottom plate 4 are provided with rectangular holes with the external dimensions of the core steel cylinder 1 in the center position and the transverse bridge direction of 500mm and the longitudinal bridge direction of 400mm, and the periphery of the hole opening is provided with a cutting opening, and the cutting opening is welded with the core steel cylinder 1; and peripheral fillet weld is adopted to weld the pier top steel plate 3 and the steel box girder bottom plate 4.
A large number of shear keys 13 are arranged on the periphery of the bottom surface of the pier top steel plate 3, the shear keys 13 are bent into U-shaped with hooks at the ends by adopting steel bars with the total length of 800mm and the diameter of 20mm, and the shear keys 13 and the pier top steel plate 3 are welded in double-sided manner, and the welding length is 100mm.
The top of the core steel cylinder 1 is split, split welding is adopted between the core steel cylinder 1 and the top plate 4 of the steel box girder, and split welding is adopted between the central stiffening diaphragm plate 8-1 and the central stiffening rib plate 9-1 and between the core steel cylinder 1.
The reserved pouring hole 11-1 of the pier top steel plate adopts a round end rectangle, and the width is 200mm and the length is 300mm; the core steel cylinder pouring hole 11-2 adopts a round hole with the diameter of 200mm, and the top plate pouring hole 11-3 adopts a round hole with the diameter of 150 mm; the temporary manhole 12 reserved on the top plate adopts a rectangular shape with a round chamfer angle of 100mm in radius and a rectangular shape of 300mm in transverse direction and 400mm in longitudinal direction, and the size of the hole is reduced as much as possible under the condition that the worker can pass.
The concrete pier column 10 and the concrete filled in the box chamber are all made of C40 micro-expansion concrete.
The specific construction method of the embodiment comprises the following steps:
firstly, processing a steel box girder bottom plate 4, a steel box girder web 5, a steel box girder top plate 6, longitudinal stiffening ribs 7, stiffening transverse partition plates 8, stiffening rib plates 9, a core steel cylinder 1 and a pier top steel plate 2 according to a pre-designed size and a large pattern, wherein the steel box girder top plate 6 is different from the longitudinal stiffening ribs 7 arranged on the steel box girder top plate 6, the longitudinal stiffening ribs 7 arranged on the steel box girder bottom plate 4 and the steel box girder bottom plate 4 in length, and when the steel box girder sections are assembled with the subsequent adjacent steel box girder sections, the joints of the longitudinal stiffening ribs 7, the steel box girder bottom plate 4 and the steel box girder top plate 6 are not positioned at the same position so as to ensure the joint strength of the steel box girder bridge sections;
secondly, connecting the pier top steel plate 3 with the shear key 13 by adopting a split welding seam, and performing fillet welding connection on the pier top steel plate 3 and the steel box girder bottom plate 4 to form a component BJ1;
thirdly, vertically fixing the manufactured core steel cylinder 1 through a factory tire mold, enabling the component BJ1 to pass through the core steel cylinder 1 through a pier top steel plate 3, a steel box girder bottom plate 4 and an opening with the same outline dimension as the core steel cylinder 1, and enabling the BJ1 to be connected with the core steel cylinder 1 through a split welding seam to form a component BJ2;
fourthly, on the basis of the BJ2, welding the steel box girder web 5, the longitudinal stiffening ribs 7, the stiffening diaphragm plates 8 and the stiffening rib plates 9 with the steel box girder bottom plate 4 at corresponding positions, and connecting the central stiffening diaphragm plates 8-1 and the central longitudinal stiffening rib plates 9-1 with the core steel cylinder 1 by split welding seams to form a component BJ3;
fifthly, welding the longitudinal stiffening ribs 7 with the top plate 6 of the steel box girder to form a component BJ4;
step six, turning over the BJ4, mounting the BJ4 on the component BJ3, and finishing welding the top parts of the core steel cylinder 1, the steel box girder web 5, the stiffening diaphragm plates 8 and the stiffening rib plates 9 with the steel box girder top plate 6, wherein the core steel cylinder 1 and the steel box girder top plate 6 are connected by adopting split welding seams;
and seventh, finishing the welding of the core steel cylinder 1 and the cylindrical welding nails 2, wherein the welding work of the cylindrical welding nails 2 in the steel box girder range enters and is finished through a temporary top plate manhole 12 reserved in the steel box girder top plate 6, and the prefabrication work of a factory is finished so as to complete the travel of the component BJ.
Eighth, setting temporary buttresses on two sides of the pier column in the field, wherein the positions of the temporary buttresses correspond to the stiffening transverse partition plates 8-2, and positioning and supporting the complete component BJ through the temporary buttresses after the complete component BJ is transported to the field;
ninth, binding reinforcing steel bars of the concrete pier column 10 outside the installed and positioned complete member BJ, welding one end of the reinforcing steel bars, close to the pier top steel plate 3, with the pier top steel plate 3, erecting a template after welding, pouring and vibrating concrete of the concrete pier column 1 through a core steel cylinder pouring hole 11-2 corresponding to a steel box girder top plate and a pier top steel plate reserved pouring hole 11-1, enabling a worker to enter a box chamber through a top plate reserved temporary manhole 12, vibrating concrete of the concrete pier column 1 through the pier top steel plate reserved pouring hole 11-1, and matching with a template outside attached vibrator to ensure vibrating quality;
and tenth, filling and pouring micro-expansion concrete into the pier top steel box girder part through the steel box girder top plate pouring holes 11-3 and the top plate reserved temporary manholes 12, and filling all reserved holes in the steel box girder top plate 1 after pouring is completed.
Example 2
The difference between this embodiment and embodiment 1 is that the concrete pier 10 in this embodiment is formed in a rectangular parallelepiped shape.
According to the invention, the concrete pier column 10 and the common steel column consolidation pier are combined and optimized and improved, the steel column consolidation pier is optimally replaced by the core steel cylinder 1 pre-embedded in the concrete pier column 10, and the mutual connection among the core steel cylinder 1, the concrete pier column 10 and the steel box girder is reinforced through various constructional measures, so that a safe and firm steel box girder pier girder fixedly-connecting structure is formed. Such pier beam consolidation structures comprise two force transfer paths:
1) The core steel cylinder 1 is connected with the steel box girder bottom plate 4, the steel box girder top plate 6, the stiffening diaphragm plates 8 and the stiffening rib plates 9 in a multiple welding way, and simultaneously is matched with the cylindrical welding nails 2 and micro-expansion concrete filled in the box, so that the tight connection between the core steel cylinder 1 and the steel box girder is greatly enhanced, the core steel cylinder 1 is embedded into the concrete pier 10 to a larger depth, and meanwhile, the connection effect between the core steel cylinder 1 and the concrete pier 10 is enhanced by virtue of the stress mode that the core steel cylinder 1 and the cylindrical welding nails 2 are wrapped in the concrete pier 10, and the upper load effect of the steel box girder can be effectively transmitted to the concrete pier 10 through the core steel cylinder 1;
2) The pier top steel plate 3 is connected with the steel box girder bottom plate 4 by adopting peripheral welding seams, a large number of shear keys 13 at the bottom of the pier top steel plate 3 are wrapped in the concrete pier column 10, and the tops of the steel bars bound in the concrete pier column 10 are welded with the pier top steel plate 3, so that the pier top steel plate 3 becomes another effective way for transferring the upper load effect of the steel box girder to the concrete pier column 10.
According to the pier-beam consolidation structure of the steel box girder bridge, the force transmission effect between the steel box girder and the concrete pier column is effectively enhanced through the application of the core steel cylinder 1, and compared with a common steel column consolidation pier, the pier-beam consolidation structure of the steel box girder bridge provided by the invention improves pier column stress, optimizes the connection form between the steel box girder and the concrete pier column, so that the connection form can more easily meet the stress requirement of the steel box girder bridge when the temperature effect is considered, and is safer and more reliable; on the other hand, the construction method provided by the invention reduces a large amount of site overhead welding workload through the factory prefabricated steel structure, and greatly improves the construction quality and safety.
Finally, it is noted that the above embodiments are only for illustrating the technical solution of the present invention and not for limiting the same, and although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications and equivalents may be made thereto without departing from the spirit and scope of the present invention, which is intended to be covered by the claims of the present invention.
Claims (10)
1. The pier beam consolidation structure of a kind of steel box girder bridge, characterized by that: the steel box girder comprises a concrete pier column (10), a core steel cylinder (1) embedded in the concrete pier column (10), a steel box girder installed on the concrete pier column (10) and a pier top steel plate (3) installed on the concrete pier column (10) and close to one side of the steel box girder, wherein the steel box girder comprises a steel box girder bottom plate (4), a steel box girder top plate (6) and a steel box girder web plate (5) connected with the steel box girder bottom plate (4) and the steel box girder top plate (6);
the core steel cylinder (1) passes through the pier top steel plate (3) and the steel box girder bottom plate (4) to reach the steel box girder top plate (6), and the core steel cylinder (1) is fixedly connected with the pier top steel plate (3), the steel box girder bottom plate (4) and the steel box girder top plate (6);
the core steel cylinder (1), the steel box girder and the concrete pier column (10) are filled with concrete, and a plurality of welding nails (2) are arranged on the outer side of the core steel cylinder (1) to strengthen the connection stability of the core steel cylinder (1) and the concrete;
the pier top steel plate (3) is connected with the concrete pier column (10) through a shear key (13) embedded in the concrete pier column (10), and the pier top steel plate (3) is fixedly connected with the steel box girder bottom plate (4).
2. The pier beam consolidation structure of a steel box girder bridge according to claim 1, wherein: the steel box girder bottom plate (4) and the steel box girder top plate (6) are uniformly provided with a plurality of longitudinal stiffening ribs (7) which are arranged along the bridge direction of the steel box girder bridge on one surface facing the inside of the steel box girder.
3. The pier beam consolidation structure of a steel box girder bridge according to claim 1, wherein: the steel box girder is internally provided with stiffening diaphragm plates (8) which are arranged along the transverse bridge direction of the steel box girder bridge, and the stiffening diaphragm plates (8) are respectively welded and connected with a steel box girder bottom plate (4), a steel box girder web plate (5) and a steel box girder top plate (6).
4. A pier beam consolidation structure of a steel box girder bridge according to claim 3, wherein: the stiffening diaphragm plates (8) comprise a central stiffening diaphragm plate (8-1) and two side stiffening diaphragm plates (8-2), the positions of the central stiffening diaphragm plates (8-1) are matched with the core steel cylinder (1) and are connected with the core steel cylinder (1) in a welding mode, and the two side stiffening diaphragm plates (8-2) are located on two sides of the core steel cylinder (1) and used for forming a concrete pouring cavity taking a steel box girder web plate (5) and the two side stiffening diaphragm plates (8-2) as boundaries.
5. The pier beam consolidation structure of a steel box girder bridge according to claim 4, wherein: the steel box girder is internally provided with longitudinal stiffening rib plates (9) which are arranged along the bridge direction of the steel box girder bridge, and the longitudinal stiffening rib plates (9) are respectively welded with the stiffening transverse partition plates (8-2) at two sides and the steel box girder bottom plate (4).
6. The pier beam consolidation structure of a steel box girder bridge according to claim 5, wherein: the longitudinal stiffening rib plates (9) comprise central longitudinal stiffening rib plates (9-1) and two side longitudinal stiffening rib plates (9-2), the height of the central longitudinal stiffening rib plates (9-1) is consistent with the height of the steel box girder, the central longitudinal stiffening rib plates are welded with the top plate (6) of the steel box girder and the core steel cylinder (1), the two side longitudinal stiffening rib plates (9-2) are arranged on two sides of the core steel cylinder (1), and are welded with the central stiffening diaphragm plates (8-1), and the height of the central longitudinal stiffening rib plates is smaller than the height of the steel box girder so as to ensure that concrete pumping pipes in the steel box girder pass through.
7. A construction method of a pier beam consolidation structure using the steel box girder bridge as claimed in claim 6, comprising the steps of:
s1: manufacturing all parts of the pier beam consolidation structure in a factory, welding the shear key (13) on one side, far away from the steel box beam, of the pier top steel plate (3), penetrating the core steel cylinder (1) through the pier top steel plate (3) and the steel box beam bottom plate (4) to the steel box beam top plate (6), welding the core steel cylinder with the pier top steel plate (3), the steel box beam bottom plate (4) and the steel box beam top plate (6), welding the steel box beam web (5) with the steel box beam bottom plate (4) and the steel box beam top plate (6), and welding the welding nails (2) on the outer side of the core steel cylinder (1) to obtain a prefabricated steel structure;
s2: temporary buttresses are arranged on two sides of the installation position of the concrete pier column (10) along the bridge direction of the steel box girder bridge, and the prefabricated steel structure is positioned and supported through the temporary buttresses after being transported to the site;
s3: and binding reinforcing steel bars of the concrete pier column (10), setting up a peripheral template after the binding is completed, and performing concrete pouring on the concrete pier column (10), the steel box girder and the core steel cylinder (1) after the template is set up, so that the construction is completed.
8. The construction method of the pier beam consolidation structure of the steel box girder bridge according to claim 7, wherein the construction method comprises the following steps: and in the step S3, after welding and connecting one end, close to the pier top steel plate (3), of the bound steel bar with the pier top steel plate (3), setting up a peripheral template.
9. The construction method of the pier beam consolidation structure of the steel box girder bridge according to claim 7, wherein the construction method comprises the following steps: in the step S1, the steel box girder further comprises a central stiffening diaphragm plate (8-1) and two side stiffening diaphragm plates (8-2) which are arranged in the steel box girder along the transverse bridge direction of the steel box girder bridge, wherein the position of the central stiffening diaphragm plate (8-1) is matched with that of the core steel cylinder (1), and the two side stiffening diaphragm plates (8-2) are positioned at two sides of the core steel cylinder (1) and are used for forming a concrete pouring cavity which is bounded by a steel box girder web plate (5) and the two side stiffening diaphragm plates (8-2);
the central stiffening diaphragm plates (8-1) and the stiffening diaphragm plates (8-2) at the two sides are welded and connected with the steel box girder bottom plate (4), the steel box girder web plate (5) and the steel box girder top plate (6), and the core steel cylinder (1) is welded and connected with the central stiffening diaphragm plates (8-1);
after the core steel cylinder (1) and the pier top steel plate (3), the steel box girder bottom plate (4) and the steel box girder top plate (6) are welded, the central stiffening diaphragm plates (8-1) and the two side stiffening diaphragm plates (8-2) are welded firstly, and then the welding nails (2) are welded.
10. The construction method of the pier beam consolidation structure of the steel box girder bridge according to claim 9, wherein the construction method comprises the following steps: in the step S1, the steel box girder further comprises a central longitudinal stiffening rib plate (9-1) and two side longitudinal stiffening rib plates (9-2) which are arranged in the steel box girder along the bridge direction of the steel box girder bridge, wherein the central longitudinal stiffening rib plate (9-1) and the two side longitudinal stiffening rib plates (9-2) are welded with the two side stiffening transverse partition plates (8-2) and the steel box girder bottom plate (4);
the height of the central longitudinal stiffening rib plates (9-1) is consistent with the height of the steel box girder, the central longitudinal stiffening rib plates are connected with the top plate (6) of the steel box girder and the core steel cylinder (1) in a welding way, the two side longitudinal stiffening rib plates (9-2) are arranged on two sides of the core steel cylinder (1) and are connected with the central stiffening diaphragm plate (8-1) in a welding way, and the height of the central longitudinal stiffening rib plates is smaller than the height of the steel box girder so as to ensure that concrete pumping pipes in the steel box girder pass through;
the welding of the central longitudinal stiffening rib plates (9-1) and the two side longitudinal stiffening rib plates (9-2) is carried out simultaneously with the welding of the central stiffening diaphragm plates (8-1) and the two side stiffening diaphragm plates (8-2).
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