CN113957782A - Bent cap structure adopting double-main-beam prefabrication and assembly method and construction method thereof - Google Patents
Bent cap structure adopting double-main-beam prefabrication and assembly method and construction method thereof Download PDFInfo
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- CN113957782A CN113957782A CN202110961360.8A CN202110961360A CN113957782A CN 113957782 A CN113957782 A CN 113957782A CN 202110961360 A CN202110961360 A CN 202110961360A CN 113957782 A CN113957782 A CN 113957782A
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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
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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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Abstract
The invention provides a bent cap structure adopting a double-main-beam prefabricating and assembling method. The cross section of the bent cap is composed of a left precast beam, a right precast beam and a middle trapezoidal post-cast section, notches are reserved in the upper portions of the two precast sections, and a trapezoidal post-cast section connecting structure is formed after the two precast sections are assembled. The trapezoidal post-pouring section structure mode positioned at the top of the bent cap enables the post-pouring section reinforcement cage to be installed in place at one time, and the reserved reinforcement and the post-pouring section reinforcement do not need to be welded and connected; the prefabricated section is also used as a template, and a post-pouring section template is not needed to be additionally arranged on the site; when the prefabricated section is installed, the prefabricated section is directly hoisted and placed on the top of the pier column without adopting a temporary support or a fixing measure. The bent cap structure has the advantages of small on-site construction workload, strong operability, high construction speed, good structural integrity and durability and the like. The bent cap is suitable for bent caps which are heavy and need to be transported in sections.
Description
Technical Field
The invention belongs to the technical field of bridge prefabrication and assembly, and relates to a bent cap structure, in particular to a bent cap structure adopting a double-girder prefabrication and assembly method.
Background
The bridge prefabrication and assembly technology is rapidly developed in recent years, and comprises the links of factory prefabrication, transportation and hoisting of prefabricated parts, field connection technology and the like. The transportation and hoisting of the prefabricated parts are limited by the conditions of transportation along the line and on-site hoisting, and the weight of the prefabricated parts needs to be controlled.
The viaduct bent cap has the characteristics of concentrated stress, large size and heavy weight. The structural dimensions of the force transmission member between the upper structure and the lower structure of the bridge are related to the width and span of the bridge, the position of the pier column, and the like. For a conventional 30 m-span viaduct, the weight of the bent cap of the bidirectional 6 lanes is about 240-250 t; the urban viaduct and the overpass have larger span and bridge width at the splitting and converging points of the ramps, the road crossing and the like, and the weight of the bent cap exceeds 250 t. And the weight of the transportation component which can be carried by the existing medium and small bridges is less than or equal to 180 t. Therefore, a large number of viaduct bent caps need to be prefabricated and installed in sections or in pieces.
The bent cap structure of the existing double-main-beam prefabricating and assembling construction method is a mode of segmenting the bent cap along the length direction.
CN 105780663A provides a large-span capping beam prefabrication and assembly method and a large-span capping beam thereof, the whole support-free construction of the large-span capping beam is carried out by adopting a mode of prefabricating and pouring in stages and gradually tensioning steel bundles in each stage, a prefabricated U-shaped beam member is used as a bottom die, and after the U-shaped beam member is hoisted in place, the hollow part of a U-shaped groove is cast in situ.
CN106638313A provides a semi-prefabrication construction technical method of a large-scale bent cap, and the method is improved on the basis of CN 105780663A, measures such as installing an anti-expansion pull rod in a groove of a prefabricated U-shaped groove and adopting fiber concrete at the bottom of a shell are adopted, so that the problems of expansion die deformation, easy cracking of the prefabricated shell concrete and the like in the second concrete pouring process are solved.
CN 109183629A provides a precast assembly method for a large cantilever bent cap, the bent cap is divided into three sections along the length direction, and the splicing surfaces of the cantilever sections of the bent cap are closely attached through an adhesive; and sequentially penetrating the prestressed tendons through the prefabricated section of the pipeline and then tensioning. Belongs to a segment prefabrication and assembly method of a glue joint method.
CN 208533353U provides a prefabricated type bent cap, divides into a plurality of prefab with the bent cap along length direction, and a plurality of prefab include a channel and a plurality of BAR. The strip-shaped pieces are connected with the channel-shaped pieces through solidified concrete slurry, and the complete bent cap is formed after splicing.
And after the bent cap is segmented along the length direction in part of constructed projects, longitudinal steel bar connection is carried out on site, wet joints are poured, prestress is tensioned, and the connection construction of joints is completed. The segmentation approach is similar to patent CN 109183629 a except that the seam is changed from a segmented dry joining method to a conventional wet seam.
The existing scheme meets the requirements of prefabrication, assembly and design and construction, but has the problem of complicated field construction, and is mainly embodied in three aspects: firstly, temporary supports are required to be arranged to support the prefabricated parts; secondly, a cast-in-place template is required to be arranged in the wet joint scheme; thirdly, a prestressed steel beam is penetrated in the rear. The process flow increases the workload and the construction risk of site construction, and reduces the efficiency and the advantages of prefabrication and assembly.
Disclosure of Invention
The invention overcomes the problems in the prior art, and provides a pier capping beam structure of a double-girder prefabricating and assembling construction method, so as to achieve the purposes of reducing the field construction amount, having high construction speed and strong operability, and improving the structural integrity and durability.
The invention aims to achieve the aim of the invention, and provides a bent cap structure adopting a double-main-beam prefabrication and assembly method, which adopts the following technical scheme:
a bent cap structure adopting a double-girder prefabrication and assembly method is characterized in that the cross section of the bent cap is composed of a left side prefabrication section, a right side prefabrication section and a middle trapezoid post-pouring section, notches are reserved in the upper portions of the left side prefabrication section and the right side prefabrication section, and a trapezoid post-pouring section connecting structure is formed after assembly.
Furthermore, the trapezoidal post-pouring section is of an open structure at the upper opening, so that the post-pouring section steel reinforcement cage can be integrally installed in place at one time.
Furthermore, the horizontal reinforcing steel bars of the reserved horizontal reinforcing steel bars of the left prefabricated section and the right prefabricated section and the horizontal reinforcing steel bars of the post-cast section reinforcement cage are staggered in plane position and do not need to be connected in a welding mode. The post-cast section material adopts high-performance concrete or ultra-high performance concrete, and the force transmission anchoring is realized through the staggered overlapping length of the reinforcing steel bars.
Furthermore, during on-site construction, the precast segment bent cap is directly installed at the top of the pier in place, and a temporary support structure of the precast segment of the bent cap is not needed.
Furthermore, the reserved notches of the left prefabricated section and the right prefabricated section are also used as post-pouring section templates, and no template is required to be arranged on site.
The invention provides a field construction method of a bent cap structure by adopting a double-girder prefabricating and assembling method, which comprises the following steps:
1. prefabricating a left prefabricated section and a right prefabricated section in a factory, and reserving a notch and a transverse steel bar;
2. transporting the prefabricated sections to the site, and respectively and independently hoisting the left and right prefabricated beams and placing the left and right prefabricated beams on the bridge piers;
3. constructing joints of the bent cap and the pier, wherein the joint technology can adopt grouting sleeve connection, grouting metal corrugated pipe connection or high-performance concrete as wet joint materials;
4. integrally mounting post-cast section reinforcement cages in the reserved trapezoid grooves in the middle of the left precast beam and the right precast beam;
5. and pouring concrete of the trapezoidal post-pouring section to finish the installation and construction of the bent cap.
The invention adopts a trapezoidal post-pouring section structural mode positioned at the top of the bent cap, so that the post-pouring section reinforcement cage can be installed in place at one time, and the reserved reinforcement and the post-pouring section reinforcement do not need to be welded and connected; the prefabricated section of the upper groove opening is also used as a template, and a post-pouring section template is not needed to be additionally arranged on site; when the prefabricated section is installed, the prefabricated section is directly hoisted and placed on the top of the pier column without adopting a temporary support or a fixing measure.
The invention has the beneficial effects that:
1. the prefabricated section of both sides reserves the notch in the upper portion, forms trapezoidal post-cast section structure after assembling. The trapezoidal post-pouring section is of an open structure at the upper opening, so that the reinforcement cage at the post-pouring section can be integrally installed in place at one time.
2. The prefabricated sections on the left side and the right side are connected through the trapezoidal post-pouring section on the upper part, and the bottoms of the prefabricated sections are not connected. Through the transverse connection of the trapezoidal post-pouring section, the precast section and the post-pouring section of the bent cap bear the load transmitted by the upper structure together.
3. And the shearing-resistant wet joint is adopted, so that the arrangement of joint reinforcing steel bars is simplified. The seam width between two precast beams is only about 20mm, the ratio of the seam width to the seam height of the post-pouring wet seam is very small, and the stress of the transverse wet seam is mainly shear resistance. The plane positions of the reserved transverse steel bars and the post-cast transverse steel bars of the two precast beams are staggered, and welding connection is not needed. The post-cast beam notch is of an open-top structure, so that the inserted post-cast beam reinforcing mesh sheet can be conveniently and quickly installed in place. The joint reinforcing steel bars adopt reinforcing steel bar meshes, annular reinforcing steel bars and other forms, and force transmission anchoring is realized through the staggered lap joint length of the reinforcing steel bars.
4. During on-site construction, the precast segment bent cap is directly installed at the top of the pier in place without arranging a temporary supporting structure of the precast segment of the bent cap.
5. The reserved notches of the left and right prefabricated sections are also used as post-pouring section templates, and no template is required to be arranged on site.
6. The invention has the advantages of small on-site construction workload, strong operability, high construction speed, good structural integrity, good durability and the like. The bent cap is suitable for bent caps which are heavy and need to be transported in sections.
Drawings
FIG. 1 is a schematic illustration of the capping beam construction of the present invention;
FIG. 2 is a schematic view of the construction sequence of the capping beam of the present invention; in the figure: (a) installing a capping beam segment 3, (b) installing a capping beam segment 4, (c) installing the capping beam segment in place, (d) installing a post-cast section reinforcement cage, (e) installing the reinforcement cage in place, and g) pouring post-cast strip concrete;
FIG. 3 is a schematic plan view of the arrangement of the reinforcing bars of the present invention;
in the figure:
bent cap 1, pier stand 2, prefabricated section 3, prefabricated section 4, trapezoidal post-cast section 5, annular reinforcing bar 6, vertical reinforcing bar 7, notch bottom longitudinal reinforcement 8, closed reinforcing bar 9, annular reinforcing bar 10, vertical reinforcing bar 11 and top longitudinal reinforcement 12, pier reservation reinforcing bar 13, sleeve 14.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples. Advantages and features of the present invention will become apparent from the following description and claims. It is to be noted that the drawings are in a very simplified form and are not to precise scale, which is merely for the purpose of facilitating and distinctly claiming the embodiments of the present invention.
Examples
The concrete construction and construction method of the present invention are given in detail by the following examples and the accompanying drawings.
In this embodiment, a bent cap structure adopting a double-main-beam prefabrication and assembly method is shown in fig. 1 to 4, and is described below with reference to the accompanying drawings:
as shown in figure 1, the bent cap 1 is installed at the top of a pier upright post 2, the cross section of the bent cap 1 is composed of a left prefabricated section 3, a right prefabricated section 4 and a middle trapezoid post-pouring section 5, notches are reserved in the upper portions of the left prefabricated section 3 and the right prefabricated section 4, and the trapezoid post-pouring section connecting structure is formed after assembly.
The construction steps of the bent cap structure adopting the double-girder prefabricating and assembling method in the embodiment are as follows:
1. prefabricating a left prefabricated section 3 and a right prefabricated section 4 in a factory in a construction mode, and reserving a notch and transverse steel bars;
2. transporting the prefabricated sections to the site, and respectively and independently hoisting the left and right prefabricated beams and placing the left and right prefabricated beams on the bridge piers;
3. constructing a joint of the bent cap 1 and the pier, wherein the joint technology can adopt grouting sleeve connection, grouting metal corrugated pipe connection or high-performance concrete as a wet joint material;
4. integrally mounting post-cast section reinforcement cages in the reserved trapezoid grooves in the middle of the left precast beam and the right precast beam;
5. and pouring concrete of the trapezoidal post-pouring section to finish the installation and construction of the bent cap.
The following description refers to the accompanying drawings:
the capping beam installation construction sequence is shown in fig. 2:
(a) installing the capping beam segments 3 → (b) installing the capping beam segments 4 → (c) installing the capping beam segments in place → (d) installing the post-cast section reinforcement cage → (e) installing the reinforcement cage in place → (g) pouring post-cast strip concrete, and finishing the capping beam construction.
As shown in fig. 2(a) and 2(b), the precast segments 3 and 4 are connected by sleeves 14 embedded in the capping beams and pier pre-fabricated steel bars 13 (the connection form of the columns and the capping beams is merely illustrative, and may be a high performance concrete or a grouting metal corrugated pipe, etc., without being limited thereto).
As shown in fig. 2(a) and 2(b), the reinforcing steel bars in the range of the trapezoidal post-cast section 5 comprise prefabricated section reserved reinforcing steel bars and post-cast section reinforcing cages. The prefabricated main beams 3 and 4 are provided with reserved steel bar annular steel bars 6, vertical steel bars 7 and bottom longitudinal steel bars 8; as shown in fig. 2(d), the post-cast section reinforcement cage closing reinforcement 9, the ring reinforcement 10, the vertical reinforcement 11 and the top longitudinal reinforcement 12.
As shown in fig. 2, the trapezoidal post-cast section is of an open-top structure, and the structural size of the trapezoidal post-cast section is determined according to the overall structure of the capping beam and the concrete material of the post-cast section, so that the force transmission length requirement of the staggered lap joint of the reinforcing steel bars is met.
As shown in fig. 3, the principle of arranging the reinforcing steel bars at the trapezoidal post-cast section is as follows: the reserved steel bars 6 and 7 of the prefabricated main beam and the steel bars 9, 10 and 11 of the post-cast section steel reinforcement cage are arranged on the plane in a staggered mode; the post-cast section material adopts high-performance concrete or ultra-high performance concrete, and the force transmission anchoring is realized through the staggered overlapping length of the reinforcing steel bars. The longitudinal steel bars 8 at the bottom of the notch are reserved steel bars, and the longitudinal steel bars 12 at the top are installed in a subsequent pouring section steel bar cage.
The post-cast strip arrangement, rebar arrangement shown in fig. 1-3 are illustrative only, and the rights are not limited to the configuration shown in the figures. Adopt prefabricated two girder, post-cast wet joint connection to assemble bent cap structure for the prefabrication of whole cross-section, all belong to this patent protection scope.
The above description is only for the purpose of describing the preferred embodiments of the present invention, and is not intended to limit the scope of the present invention, and any variations and modifications made by those skilled in the art based on the above disclosure are within the scope of the appended claims.
Claims (6)
1. A bent cap structure adopting a double-girder prefabrication and assembly method is characterized in that the cross section of a bent cap (1) is composed of a left side prefabrication section (3), a right side prefabrication section (4) and a middle trapezoidal post-pouring section (5), notches are reserved in the upper portions of the left side prefabrication section (3) and the right side prefabrication section (4), and a trapezoidal post-pouring section connecting structure is formed after assembly.
2. The bent cap structure adopting the double-girder prefabrication and assembly method is characterized in that the trapezoidal post-cast section (5) is of an open-top structure, and a post-cast section reinforcement cage is integrally installed in place at one time.
3. The bent cap structure adopting the double-girder prefabrication and assembly method is characterized in that the horizontal steel bars of the reserved horizontal steel bars of the left and right prefabricated sections (3) and (4) and the horizontal steel bars of the post-cast section steel bar cage are staggered in plane position and do not need to be welded; the post-cast section material adopts high-performance concrete or ultra-high performance concrete, and the force transmission anchoring is realized through the staggered overlapping length of the reinforcing steel bars.
4. The capping beam structure adopting the double-girder prefabrication and assembly method according to claim 1, wherein the precast-section capping beam is directly installed in place on the top of a pier during field construction without providing a temporary support structure for the precast sections of the capping beam.
5. The capping beam structure adopting the double-main-beam prefabrication and assembly method as claimed in claim 1. The method is characterized in that the reserved notches of the left and right prefabricated sections are also used as post-pouring section templates, and no template is required to be arranged on site.
6. The construction method of the bent cap structure by adopting the double-girder prefabricating and assembling method according to claim 1, comprises the following steps:
1) prefabricating a left prefabricated section (3) and a right prefabricated section (4) in a factory in a construction way, and reserving a notch and a transverse steel bar;
2) transporting the prefabricated sections to the site, and respectively and independently hoisting the left and right prefabricated beams and placing the left and right prefabricated beams on the bridge piers;
3) constructing a joint between the capping beam (1) and the pier, wherein the joint technology can adopt grouting sleeve connection, grouting metal corrugated pipe connection or high-performance concrete as a wet joint material;
4) integrally mounting post-cast section reinforcement cages in the reserved trapezoid grooves in the middle of the left precast beam and the right precast beam;
5) and pouring concrete in the trapezoidal post-pouring section (5) to finish the installation construction of the bent cap.
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| CN202110961360.8A CN113957782A (en) | 2021-08-20 | 2021-08-20 | Bent cap structure adopting double-main-beam prefabrication and assembly method and construction method thereof |
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| CN202110961360.8A CN113957782A (en) | 2021-08-20 | 2021-08-20 | Bent cap structure adopting double-main-beam prefabrication and assembly method and construction method thereof |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114960409A (en) * | 2022-05-23 | 2022-08-30 | 上海市政工程设计研究总院（集团）有限公司 | Vertical continuous bridge stand column prefabricated assembly structure and construction method thereof |
| CN115233541A (en) * | 2022-05-23 | 2022-10-25 | 上海市政工程设计研究总院（集团）有限公司 | Connecting structure of segmented prefabricated assembled bent cap and construction method thereof |
| CN116289521A (en) * | 2023-05-12 | 2023-06-23 | 湖南省交通规划勘察设计院有限公司 | Split prefabricated assembled bridge and construction method thereof |
| CN116289494A (en) * | 2023-05-19 | 2023-06-23 | 湖南省交通规划勘察设计院有限公司 | Prefabricated assembled bridge and construction method thereof |
| CN116289482A (en) * | 2023-05-24 | 2023-06-23 | 湖南省交通规划勘察设计院有限公司 | Sectional prefabricated assembled bridge and construction method thereof |
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| CN114960409A (en) * | 2022-05-23 | 2022-08-30 | 上海市政工程设计研究总院（集团）有限公司 | Vertical continuous bridge stand column prefabricated assembly structure and construction method thereof |
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| CN116289482A (en) * | 2023-05-24 | 2023-06-23 | 湖南省交通规划勘察设计院有限公司 | Sectional prefabricated assembled bridge and construction method thereof |
| CN116289482B (en) * | 2023-05-24 | 2023-09-05 | 湖南省交通规划勘察设计院有限公司 | Sectional prefabricated assembled bridge and construction method thereof |
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