CN211228037U - Frivolous assembled steel concrete combination antidetonation bridge structures - Google Patents
Frivolous assembled steel concrete combination antidetonation bridge structures Download PDFInfo
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- CN211228037U CN211228037U CN201921498246.0U CN201921498246U CN211228037U CN 211228037 U CN211228037 U CN 211228037U CN 201921498246 U CN201921498246 U CN 201921498246U CN 211228037 U CN211228037 U CN 211228037U
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Abstract
The utility model provides a frivolous assembled shape steel reinforced concrete combination antidetonation bridge structures belongs to assembled bridge and builds technical field. The bottom of each pier column extends to a foundation soil layer, and the top of each pier column is connected with the bearing beam; two prestressed box girders are arranged in the longitudinal direction of the bearing girder, and a damping support is arranged at the contact position between the upper end part of the bearing girder and the prestressed box girder; a honeycomb-shaped steel support system is arranged between the two prestressed box girders, and prefabricated bridge decks are paved on the upper sides of the prestressed box girders and the corrugated steel support system; the utility model has the advantages that: the structural system has good stress performance, is suitable for large-span bridges, is quick and simple to mount, improves the construction efficiency, arranges a damping support at the joint of the prestressed box girder and the receiving girder and arranges a honeycomb-shaped steel supporting system in the bridge abdomen, improves the overall stress and the anti-seismic performance of the bridge body structure, and partial members adopt high-strength concrete to be beneficial to material saving and cost reduction and can be disassembled and replaced for reuse.
Description
Technical Field
The utility model provides a frivolous assembled shape steel reinforced concrete combination antidetonation bridge structures belongs to assembled bridge and builds technical field.
Background
The steel structure bridge has the performance advantages and quality characteristics of high quality reliability, clear mechanical property, good earthquake resistance, energy conservation, environmental protection, recycling and the like. In 2016, 7 months, the issue of guidance on promoting the construction of steel structure bridges of highways, which is published by Ministry of communications, is of great significance to the popularization and use of steel bridges, and will promote the transformation, upgrading and development of highways and bridges. The steel structure bridge is not only a preferred scheme for designing a large-span bridge and an optimal upper structure of a seismic region and a ground fissure region, but also a convenient material capable of recycling resources, and is convenient to maintain and long-acting protective coating. At present, most of the existing linear highway steel bridges mainly adopt steel box type beams or steel plate beam bridges, the bridge deck adopts steel bridge deck plates, the bridge deck construction is easy, the defects are that the steel consumption is relatively increased, the factory standardized manufacturing difficulty of the beam body is large, the bridge deck needs to be manufactured in a segmented and partitioned mode, the requirements of transportation conditions are met at first, and the construction site needs to be welded or bolted into a whole. The method for installing and erecting the steel pipes needs to meet different working conditions on site, and effective and unified technological measures are lacked to ensure the construction quality. Most construction site welds are difficult to meet design requirements. At present, a construction method which is based on an assembled bridge structure, utilizes a steel-concrete combination technology, is detachable and does not cause great influence on an original pier column or a bridge structure is very important.
SUMMERY OF THE UTILITY MODEL
In order to solve the technical problem, the utility model provides a frivolous assembled shape steel-concrete combination antidetonation bridge structures can improve the holistic atress of pontic structure and anti-seismic performance, and partial component adopts high strength concrete to do benefit to material saving and reduces the cost.
The utility model adopts the technical scheme as follows:
a light and thin assembled steel-concrete combined anti-seismic bridge structure comprises pier columns, bearing beams, prestressed box beams and shock-absorbing supports; the bottom of each pier column extends to a foundation soil layer and is fixed inside the soil layer, and the top of each pier column is connected with the bearing beam; damping supports are arranged at the upper parts of the two ends of the bearing beam, and prestressed box beams are arranged on the damping supports; a honeycomb-shaped steel support system is arranged between the two prestressed box girders; the lower end parts of the honeycomb-shaped steel support systems are connected by bearing beams; the upper end parts of the prestressed box girder and the honeycomb-shaped steel support system are connected with the prefabricated bridge deck.
Further, the cellular steel support system comprises a plurality of X-shaped combined structures and I-shaped steel pillars; the X-shaped combined structure is formed by butt joint of two trapezoidal steel plates, the upper portion and the lower portion of each end of the X-shaped combined structure are uniformly provided with a ladder corner base plate, an I-shaped steel support is arranged between every two adjacent X-shaped combined structures, the trapezoidal steel plates, the I-shaped steel supports and the ladder corner base plates are connected through connecting bolts, the ladder corner base plates at the lower portions of the X-shaped combined structures are fixed on the bearing beams through anchoring bolts, and the ladder corner base plates at the upper portions of the X-shaped combined structures are in lap joint with the prefabricated bridge deck.
Furthermore, the pier column and the bearing beam are cast in situ; arranging pier columns at equal intervals; pier column vertical reinforcing bars arranged inside pier columns extend into the bearing beams and are fixed with bearing beam transverse reinforcing bars arranged inside the bearing beams; arranging pier column circumferential stirrups around pier column vertical reinforcements inside the pier column; the inside of the bearing beam is provided with a bearing beam transverse reinforcement and a bearing beam vertical reinforcement which are distributed transversely and longitudinally.
Furthermore, the trapezoidal steel plate consists of a horizontal end, an inclined rib plate and a web plate; the horizontal ends are arranged at the left end and the right end of the trapezoidal steel plate, the inner sides of the horizontal ends at the left end and the right end are connected with the inclined rib plates, the two inclined rib plates are connected through the web plate, the included angle between each inclined rib plate and the horizontal direction is 70 degrees, and a plurality of connecting holes are uniformly distributed in the horizontal ends and the web plate.
Furthermore, a row of connecting holes corresponding to the positions of the connecting holes on the horizontal end are reserved on the left edge part and the right edge part of the upper flange plate and the lower flange plate of the I-shaped steel pillar respectively.
Furthermore, connecting through holes corresponding to the connecting holes in the horizontal end are prefabricated on the base plate at the positions of the ladder corners.
Furthermore, the lower end parts of the base plates at the ladder corners and the lower end parts of the shock absorption supports are connected with the bearing beam through connecting bolts; the upper end part of the damping support is directly lapped with the prestressed box girder; the prestressed box girder and the base plate at the ladder corner are directly lapped with the prefabricated bridge deck.
A construction method of a light and thin assembled steel-concrete combined anti-seismic bridge structure comprises the following steps:
(a) pouring pier columns and bearing beam structures of the piers in site construction;
(b) shock absorption supports are arranged at two ends of the upper part of the bearing beam, and a prestressed box girder is arranged at the upper part of each shock absorption support;
(c) assembling the trapezoidal steel plate and the base plate at the trapezoidal corner on site to form an X-shaped combined structure, and arranging an I-shaped steel support between the two X-shaped combined structures;
(d) the trapezoidal steel plate, the cushion plate at the trapezoidal corner and the I-shaped steel support column are connected through the connecting bolt to form a honeycomb-shaped steel supporting system;
(e) the prefabricated bridge deck is installed on the upper end parts of the prestress box girder and the honeycomb-shaped steel support system.
The utility model has the advantages that: the structural system has good stress performance, is suitable for large-span bridges to use, is produced in a factory and assembled by an assembly process, is quick and simple to mount, improves the construction efficiency, arranges the damping support at the joint of the prestressed box girder and the bearing girder and arranges the cellular steel support system in the bridge abdomen, improves the overall stress and the anti-seismic performance of the bridge body structure, adopts high-strength concrete as part of components to be beneficial to material saving and cost reduction, and can be disassembled, replaced and repeatedly used.
Drawings
FIG. 1 is a schematic view of a bridge construction system;
FIG. 2 is a front view of a bridge construction system;
FIG. 3 is a schematic view of a connection structure of pier columns, bearing beams and prestressed box beams;
FIG. 4 is a schematic structural diagram of pier columns, bearing beams, stress box beams and honeycomb-shaped steel support systems;
FIG. 5 is a detail view of the reinforcement connection between pier columns and bearing beams;
FIG. 6 is a schematic view of a honeycomb shaped steel support architecture;
FIG. 7 is a front view of a honeycomb shaped steel support system;
FIG. 8 is a schematic view of the connection between the X-shaped combination structure and the pad at the corner of the ladder;
FIG. 9 is a schematic view showing the connection of trapezoidal steel plates, I-shaped steel pillars, and pads at the corners of the ladder;
FIG. 10 is a front view of FIG. 9;
FIG. 11 is a schematic view of a trapezoidal steel plate structure;
FIG. 12 is a schematic view of a butt joint structure of two trapezoidal steel plates.
In the figure: 1 is a pier column; 2 is a bearing beam; 3 is a prestressed box girder; 4 is a damping support; 5 is a trapezoidal steel plate; 6 is an I-shaped steel pillar; 7 is a base plate at the ladder corner; 8 is a connecting bolt; 9, prefabricating a bridge deck; 10, prefabricating a connecting hole; 11 is an X-shaped combined structure; 1-1 is pier stud vertical reinforcement; 1-2 is a pier column hoop reinforcement; 2-1 is a transverse reinforcement of the bearing beam; 2-2 is a vertical reinforcement of the bearing beam; 5-1 is a horizontal end; 5-2 is an inclined rib plate; 5-3 is a web plate.
Detailed Description
For further explanation of the present invention, the following detailed description of the present invention is provided with reference to the drawings and examples, which should not be construed as limiting the scope of the present invention.
Example (b): a light and thin assembled type steel-concrete combined anti-seismic bridge structure comprises pier columns 1, bearing beams 2, prestressed box beams 3, shock absorption supports 4 and honeycomb-shaped steel support systems; the pier columns 1 are arranged at equal intervals; the bottom of the pier column 1 extends to a foundation soil layer and is fixed inside the soil layer, and the top of the pier column 1 is connected with the bearing beam 2; the horizontal reinforcing bars 2-1 and the vertical reinforcing bars 2-2 of the bearing beam are arranged in the bearing beam 2; wherein, the pier column vertical reinforcement 1-1 arranged inside the pier column 1 extends into the bearing beam 2 and is fixed with the bearing beam horizontal reinforcement 2-1 arranged inside the bearing beam 2; and pier column circumferential stirrups 1-2 are arranged around the pier column vertical reinforcement 1-1 inside the pier column 1.
Two rows of damping supports 4 are equidistantly arranged at the upper end part of the bearing beam 2 in the longitudinal direction, and two rows of prestressed box beams 3 are arranged on the damping supports 4; the prestressed box girder 3 is arranged along the left end part and the right end part of the bearing girder 2; a honeycomb-shaped steel support system is arranged between the two prestressed box girders 3; the lower end parts of the honeycomb-shaped steel supporting systems are connected by bearing beams 2; the prestressed box girder 3 and the upper end part of the honeycomb-shaped steel support system are connected with the prefabricated bridge deck 9 together.
The cellular steel support system consists of a trapezoidal steel plate 5, an I-shaped steel pillar 6 and a base plate 7 at a trapezoidal corner; the trapezoidal steel plate 5 is a corrugated prefabricated plate which is prefabricated in advance through a factory and has a regular shape and uniform stress; the trapezoidal steel plate 5 consists of a horizontal end 5-1, an inclined rib plate 5-2 and a web plate 5-3; the horizontal ends 5-1 are arranged at the left end and the right end of the main body of the trapezoidal steel plate 5, and the size specification is as follows: the length is 2.8m, the width is 0.3m, and the plate thickness is 0.005 m; the inner sides of the left and right horizontal ends 5-1 are connected with two inclined rib plates 5-2 and a web plate 5-3, the inclined rib plates 5-2 form an angle of 70 degrees with the horizontal direction, and the web plate 5-3 is arranged between the two inclined rib plates 5-2; the web 5-3 has the following dimension specifications: the length is 2.8m, the width is 0.08m, and the plate body thickness is 0.005 m; the horizontal end 5-1 is equidistantly provided with connecting holes 10; the web 5-3 is also provided with connection holes 10 arranged equidistantly.
A row of connecting holes 10 are reserved on the left edge part and the right edge part of the upper flange plate and the lower flange plate of the I-shaped steel pillar 6 respectively; the size specification of the base plate 7 at the ladder corner is 2.8m long, 0.03m wide and 0.005m thick, and a connecting through hole is prefabricated on the base plate 7 at the ladder corner and is matched with the connecting hole 10 on the horizontal end 5-1.
The webs 5-3 of the two trapezoidal steel plates 5 are butted together and connected through a connecting hole 10 on the webs 5-3 by a connecting bolt 8 to form an X-shaped combined structure 11; a base plate 7 at the position of a ladder corner is arranged along the outer sides of the upper end part and the lower end part of the horizontal end 5-1 of the trapezoid steel plate 5; an X-shaped combined structure 11 is provided with four cushion plates 7 at the ladder corners; two adjacent X-shaped combined structures 11 are arranged together to form a honeycomb opening, an I-shaped steel support column 6 is arranged in the honeycomb opening, and an upper flange plate and a lower flange plate of the I-shaped steel support column 6 are placed on the horizontal end 5-1 of the trapezoidal steel plate 5; and no I-shaped steel pillar 6 is arranged at one end of the X-shaped combined structure 11 close to the prestressed box girder 3.
The trapezoidal steel plate 5, the I-shaped steel support 6 and the cushion plate at the ladder corner 7 penetrate through the connecting holes 10 on the trapezoidal steel plate 5 and the I-shaped steel support 6 and the connecting through holes arranged on the cushion plate at the ladder corner 7 through the connecting bolts 8, so that the trapezoidal steel plate 5, the I-shaped steel support 6 and the cushion plate at the ladder corner 7 are fixed together.
The lower end part of the cushion plate 7 at the ladder corner at the lower part of the X-shaped combined structure 11 is fixed on the bearing beam 2 through an anchoring bolt, and the upper end part of the cushion plate 7 at the ladder corner at the upper part of the X-shaped combined structure 11 is contacted with the prefabricated bridge deck 9.
The pier column 1 and the bearing beam 2 are cast in situ; the prestressed box girder 3 is prefabricated in advance by a factory and is hoisted and placed at a designated position by a transport trolley. When the bridge is designed, the width between two transversely adjacent prestressed box girders 3 is a multiple of the width of the X-shaped combined structure 11. The lower end parts of the base plate 7 at the ladder corner and the damping support 4 are connected with the bearing beam 2 through connecting bolts; the upper end part of the shock absorption support 4 is directly lapped with the prestressed box girder 3; the prestressed box girder 3 and the base plate 7 at the ladder corner are directly lapped with the prefabricated bridge deck 9.
A construction method of a light and thin assembled steel-concrete combined anti-seismic bridge structure comprises the following steps:
(a) pouring pier column 1 and bearing beam 2 structures in site construction;
(b) shock absorption supports 4 are arranged at two ends of the upper part of the bearing beam 2, and a prestressed box beam 3 is arranged at the upper part of each shock absorption support 4;
(c) assembling the trapezoidal steel plate 5 and the cushion plate 7 at the trapezoidal corner on site to form an X-shaped combined structure 11, and arranging an I-shaped steel support 6 between the two X-shaped combined structures 11;
(d) the trapezoidal steel plate 5, the cushion plate 7 at the trapezoidal corner and the I-shaped steel strut 6 are connected through the connecting bolt 8 to form a honeycomb-shaped steel supporting system;
(e) the prestressed box girder 3 and the upper end part of the honeycomb-shaped steel support system are provided with a prefabricated bridge deck 9.
Claims (6)
1. The utility model provides a frivolous assembled shape steel reinforced concrete combination antidetonation bridge structures which characterized in that: the bridge pier comprises a bridge pier column (1), a bearing beam (2), a prestressed box beam (3) and a damping support (4); the bottom of each pier column (1) extends to a foundation soil layer and is fixed inside the soil layer, and the top of each pier column (1) is connected with the bearing beam (2); the upper parts of two ends of the bearing beam (2) are provided with damping supports (4), and the damping supports (4) are provided with prestressed box beams (3); a honeycomb-shaped steel support system is arranged between the two prestressed box girders (3); the lower end parts of the honeycomb-shaped steel supporting systems are connected by bearing beams (2); the upper end parts of the prestressed box girder (3) and the honeycomb-shaped steel support system are connected with the prefabricated bridge deck (9).
2. The light and thin fabricated steel-concrete combined anti-seismic bridge structure according to claim 1, wherein: the cellular steel support system comprises a plurality of X-shaped combined structures (11) and I-shaped steel pillars (6); the X-shaped combined structure (11) is formed by butt joint of two trapezoidal steel plates (5), base plates (7) at the positions of ladder corners are uniformly arranged on the upper portion and the lower portion of the two ends of the X-shaped combined structure (11), I-shaped steel pillars (6) are arranged between every two adjacent X-shaped combined structures (11), the trapezoidal steel plates (5), the I-shaped steel pillars (6) and the base plates (7) at the positions of the ladder corners are connected through connecting bolts (8), the base plates (7) at the positions of the ladder corners at the lower portions of the X-shaped combined structures (11) are fixed on the bearing beam (2) through anchor bolts, and the base plates (7) at the positions of the ladder corners at the upper portions of the X-shaped combined structures.
3. The light and thin fabricated steel-concrete combined anti-seismic bridge structure according to claim 1, wherein: the pier column (1) and the bearing beam (2) are cast in situ; the pier columns (1) are arranged at equal intervals; pier column vertical reinforcing bars (1-1) arranged inside the pier columns (1) extend into the bearing beams (2) and are fixed with bearing beam transverse reinforcing bars (2-1) arranged inside the bearing beams (2); arranging pier column circumferential stirrups (1-2) around the pier column vertical reinforcements (1-1) inside the pier column (1); the horizontal and vertical distributed horizontal and vertical reinforcement bars (2-1, 2-2) of the bearing beam are arranged in the bearing beam (2).
4. The light and thin fabricated steel-concrete combined anti-seismic bridge structure according to claim 2, wherein: the trapezoidal steel plate (5) consists of a horizontal end (5-1), an inclined rib plate (5-2) and a web plate (5-3); the horizontal ends (5-1) are arranged at the left end and the right end of the trapezoidal steel plate (5), the inner sides of the horizontal ends (5-1) at the left end and the right end are connected with the inclined rib plates (5-2), the two inclined rib plates (5-2) are connected through the web plate (5-3), an included angle between the inclined rib plates (5-2) and the horizontal direction is 70 degrees, and a plurality of connecting holes (10) are uniformly distributed in the horizontal ends (5-1) and the web plate (5-3).
5. The light and thin fabricated steel-concrete combined anti-seismic bridge structure according to claim 2, wherein: and a row of connecting holes (10) corresponding to the positions of the connecting holes (10) on the horizontal end (5-1) are reserved on the left edge part and the right edge part of the upper flange plate and the lower flange plate of the I-shaped steel support (6) respectively.
6. The light and thin fabricated steel-concrete combined anti-seismic bridge structure according to claim 2, wherein: and connecting through holes corresponding to the connecting holes (10) on the horizontal end (5-1) are prefabricated on the base plate (7) at the position of the ladder corner.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921498246.0U CN211228037U (en) | 2019-09-10 | 2019-09-10 | Frivolous assembled steel concrete combination antidetonation bridge structures |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921498246.0U CN211228037U (en) | 2019-09-10 | 2019-09-10 | Frivolous assembled steel concrete combination antidetonation bridge structures |
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| CN211228037U true CN211228037U (en) | 2020-08-11 |
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| CN201921498246.0U Expired - Fee Related CN211228037U (en) | 2019-09-10 | 2019-09-10 | Frivolous assembled steel concrete combination antidetonation bridge structures |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112942052A (en) * | 2021-02-03 | 2021-06-11 | 江苏旭辰交通科技发展有限公司 | Fabricated combined box girder for constructing earthquake-resistant structure and construction method thereof |
| CN114855595A (en) * | 2022-05-24 | 2022-08-05 | 大连交通大学 | Steel bridge structure with multiple buffering and damping mechanisms |
-
2019
- 2019-09-10 CN CN201921498246.0U patent/CN211228037U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112942052A (en) * | 2021-02-03 | 2021-06-11 | 江苏旭辰交通科技发展有限公司 | Fabricated combined box girder for constructing earthquake-resistant structure and construction method thereof |
| CN114855595A (en) * | 2022-05-24 | 2022-08-05 | 大连交通大学 | Steel bridge structure with multiple buffering and damping mechanisms |
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| GR01 | Patent grant | ||
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200811 Termination date: 20210910 |
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| CF01 | Termination of patent right due to non-payment of annual fee |