CN111705650B - UHPC beam slab cast-in-place joint structure with embedded reinforced steel component and construction method thereof - Google Patents
UHPC beam slab cast-in-place joint structure with embedded reinforced steel component and construction method thereof Download PDFInfo
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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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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Abstract
The invention discloses a cast-in-place joint structure of a UHPC beam plate with embedded reinforcing steel components, which comprises a pair of adjacent prefabricated UHPC beam plates and a cast-in-place UHPC joint cast between the pair of prefabricated UHPC beam plates, wherein the bottom of each prefabricated UHPC beam plate is fixedly provided with an embedded reinforcing steel component extending to the cast-in-place UHPC joint, and the end parts of the adjacent embedded reinforcing steel components are fixedly connected; and the side wall of the end part of the prefabricated UHPC beam plate is provided with a latticed groove. The invention also provides a construction method of the cast-in-place joint structure of the UHPC beam plate with the embedded reinforced steel component. According to the invention, through the mutual synergistic effect of the latticed grooves and the embedded reinforced steel components, the latticed grooves and the embedded reinforced steel components are mutually matched, so that the problem of weak stress of the UHPC bridge deck wet joint connection can be effectively solved, the stress performance of the new and old UHPC interfaces is remarkably improved, the interfaces cannot crack under the action of service load, and the durability and the service performance of the structure are improved.
Description
Technical Field
The invention belongs to the field of bridge structure buildings, and particularly relates to a cast-in-place joint of a UHPC beam slab and a construction method thereof.
Background
The ultra-high performance concrete (UHPC) is a fiber reinforced cement-based composite material, and the compressive strength of the UHPC exceeds 120MPa, and the tensile strength of the UHPC exceeds 6 MPa. The ultra-high performance concrete has ultra-high durability and ultra-high mechanical property, can reduce the size of a structure, lighten the dead weight of the structure, improve the effectiveness of the load resistance of the structure and increase the spanning capability of the structure, and has wide application prospect in bridge structures. The UHPC material can show more excellent performance after high-temperature steam curing, so that factory prefabrication and field reconstruction installation are preferably considered to ensure construction quality and accelerate construction process. In the construction of the assembled bridge, the in-situ pouring of the wet joint is a weak link of stress. The bridge deck is the most direct member affected by the adverse factors such as overload, corrosion, fatigue and the like when directly bearing the vehicle load and the environmental action, so the working state of the bridge deck directly affects the durability and the driving comfort of the main structure of the bridge. Therefore, the method is more important for solving the problem that the wet joint connection of the bridge deck is weak in stress.
The key to the excellent tensile properties of the ultra-high performance concrete lies in the continuous and randomly distributed steel fibers in the ultra-high performance concrete matrix. However, the fibers are discontinuous and spaced at the cast-in-place joint of the ultra high performance concrete bridge deck, resulting in relatively poor tensile properties of the ultra high performance concrete at the joint. The bridge deck is easy to crack under the repeated action of local wheel loads of the automobile, and the design requirements cannot be met. In addition, due to the ultra-low water-cement ratio and the high gel material consumption, the total shrinkage of the ultra-high performance concrete is higher than that of common concrete or high performance concrete, and the development of early shrinkage is faster, so that shrinkage cracks are easy to appear on the joint interface (namely a new and old ultra-high performance concrete interface) of the prefabricated ultra-high performance concrete bridge deck and cast-in-place ultra-high performance concrete, the water seepage of the bridge deck is caused, and the durability and the service performance of the structure are influenced. In addition, the existing joint construction needs to be performed with chiseling treatment, and the construction process is complex.
Disclosure of Invention
The invention aims to overcome the defects and shortcomings in the background technology and provide a UHPC beam slab cast-in-place joint structure with a reinforced steel component and a construction method thereof, wherein the cast-in-place joint interface has good crack resistance, convenient construction and good durability. In order to solve the technical problems, the technical scheme provided by the invention is as follows:
a UHPC beam slab cast-in-place joint structure with embedded reinforced steel components comprises a pair of prefabricated UHPC beam slabs which are adjacently arranged and a cast-in-place UHPC joint which is cast between the pair of prefabricated UHPC beam slabs, wherein the bottom of each prefabricated UHPC beam slab is fixedly provided with the embedded reinforced steel components which extend to the cast-in-place UHPC joint, and the end parts of the adjacent embedded reinforced steel components are fixedly connected; and the side wall of the end part of the prefabricated UHPC beam plate is provided with a latticed groove. The end parts of the adjacent embedded reinforced steel components are fixedly connected by welding or bolt connection or water stop strip filling connection. The steel fibers in the UHPC are exposed in the latticed grooves.
In the cast-in-place seam structure of the UHPC beam slab, preferably, the embedded reinforced steel component is a patterned steel plate, a shear connector is arranged on the surface of the patterned steel plate, and the embedded reinforced steel component is fixedly connected with the prefabricated UHPC beam slab into a whole through the shear connector. Compared with a flat steel plate, the patterned steel plate can effectively improve the connection effect between the steel plate and the UHPC through the patterned structure, and is beneficial to exerting the combined action between steel and the UHPC, thereby reducing the area of the shear connector and achieving the effect of saving the using amount of the shear connector.
In the cast-in-place seam structure of the UHPC beam slab, preferably, the embedded reinforced steel component is a corrugated steel plate, a shear connector is arranged on the surface of the corrugated steel plate, and the embedded reinforced steel component is fixedly connected with the prefabricated UHPC beam slab into a whole through the shear connector. Compared with a flat steel plate, the corrugated steel plate can effectively improve the connection effect between the steel plate and the UHPC through the corrugated structure on one hand, and is beneficial to exerting the combined action between steel and the UHPC, thereby reducing the area of a shear connector and achieving the effect of saving the using amount of the shear connector, on the other hand, the corrugated structure of the pre-buried reinforced steel plate can enable the inertia moment to be larger, and can provide higher out-of-plane rigidity, thereby being beneficial to strengthening the integrity of new and old UHPC components and finally further improving the shear transfer efficiency under the use load.
In the cast-in-place joint structure of the UHPC beam slab, the shear connector is preferably in the form of a cylindrical head welding nail, the diameter of the shear connector is 0.006-0.040m, the length of the shear connector is 0.03-0.30m, and the distance between the shear connector and the cylindrical head welding nail is 0.05-0.40 m.
In the cast-in-place seam structure of the UHPC beam slab, preferably, the embedded reinforced steel component is a T-like steel, the T-like steel comprises a bottom plate and a plurality of webs fixedly connected (vertically fixedly connected) to the bottom plate, the webs are arranged in parallel and at intervals, the webs are provided with uniformly distributed circular holes, and the bottom plate is fixedly connected with the prefabricated UHPC beam slab into a whole through the webs. The T-shaped steel is welded T-shaped steel or hot-rolled T-shaped steel. The webs are uniformly arranged, the length is preferably the same as that of the bottom plate, and the webs are arranged in the prefabricated UHPC beam plate. When the similar T-shaped steel plate is adopted, besides the advantages of the corrugated steel plate, compared with a shear connector, the T-shaped structure of the similar T-shaped steel plate has the function of effectively connecting the steel plate and the UHPC, the connection of new and old UHPC in the thickness of the whole prefabricated UHPC beam plate can be effectively enhanced, the integrity of new and old UHPC components is enhanced, and finally the shear transfer efficiency under the service load is further improved. The web plate is provided with the circular holes, so that the continuity of steel fibers in the UHPC can be ensured, and the mechanical properties of the joints of the prefabricated UHPC beam plate and the cast-in-situ UHPC can be greatly improved.
In the cast-in-place joint structure of the UHPC beam slab, the situation that the embedded reinforcing steel component is similar T-shaped steel is more preferable, the combination effect of the similar T-shaped steel and the latticed grooves is better, and the shear transfer efficiency of the new and old UHPC interfaces is improved more favorably.
In the cast-in-place joint structure of the UHPC beam slab, preferably, embedded steel bars extending into the cast-in-place UHPC joint are embedded in the prefabricated UHPC beam slab, and the embedded steel bars between a pair of adjacent prefabricated UHPC beam slabs are arranged in a staggered manner.
In the cast-in-place seam structure of the UHPC beam slab, preferably, the distance d between the end of the extension part of the embedded steel bar and the surface of the side wall of another prefabricated UHPC beam slab is 0.02-0.05m, and the length of the extension part of the embedded steel bar is not less than 10 times of the diameter of the embedded steel bar.
In the cast-in-place seam structure of the UHPC beam slab, preferably, pre-buried steel bars are pre-buried in the prefabricated UHPC beam slab, and every two pre-buried steel bars between a pair of adjacent prefabricated UHPC beam slabs are correspondingly arranged and connected into a whole through the web. The embedded steel bars comprise two types, wherein one type is arranged between the two web plates and extends into a cast-in-situ UHPC joint for being fixedly connected with the end part of the web plate in the other prefabricated UHPC beam plate, the other type keeps the same position with the web plate, and the end part is abutted to the web plate and fixedly connected with the web plate. Above-mentioned mode of setting up can guarantee that the strengthening rib all is in continuous state between the prefabricated UHPC beam slab of a pair of adjacent setting, compares in the situation of aforementioned embedded steel bar staggered arrangement, and web and embedded steel bar are mutually supported and are used for, are favorable to its effect performance more, are favorable to improving holistic mechanical properties.
In the cast-in-place joint structure of the UHPC beam slab, preferably, the grid-shaped groove is obtained by installing an embedded wire netting during prefabrication of the prefabricated UHPC beam slab and removing the embedded wire netting after maintenance, and the grid in the grid-shaped groove is square, rhombic or circular. The steel fibers in the UHPC are exposed in the latticed grooves obtained in the mode, so that the disadvantage that the fibers are discontinuous and separated at the cast-in-place joint position of the UHPC is reduced.
In the cast-in-place seam structure of the UHPC beam slab, preferably, the thickness of the embedded reinforced steel part is not less than 0.006 m. The arrangement can obviously improve the reinforcement ratio of the new and old ultrahigh-performance concrete interfaces, further improve the rigidity, crack resistance and bearing capacity of the structure and avoid the adverse effect caused by the discontinuity of steel fibers of the new and old ultrahigh-performance concrete interfaces.
In the cast-in-place joint structure of the UHPC beam slab, preferably, the width b1 of the cast-in-place UHPC joint is 0.15-0.50 m.
As a general technical concept, the invention also provides a construction method of the UHPC beam slab cast-in-place joint structure with the embedded reinforced steel components, which comprises the following steps:
s1: erecting a prefabricated mould for prefabricating the UHPC beam plate, arranging an embedded wire netting for forming latticed grooves on the side wall of the end part of the prefabricated UHPC beam plate in the prefabricated mould, and synchronously embedding an embedded reinforcing steel component;
s2: pouring the ultra-high performance concrete of the prefabricated UHPC beam slab, after the natural curing is finished, removing the pre-embedded wire netting, and prefabricating the side wall of the end part of the UHPC beam slab to form a latticed groove;
s3: erecting the prefabricated UHPC beam plates which are oppositely arranged, fixedly connecting the end parts of the adjacent embedded reinforced steel components to form an ultra-high performance concrete wet joint in-situ casting area, casting the ultra-high performance concrete in-situ casting the ultra-high performance concrete in the in-situ casting ultra-high performance concrete wet joint area, and curing to obtain the in-situ casting joint structure of the UHPC beam plates.
The ultra-high performance concrete is a proprietary name in the field, generally refers to concrete with ultra-high compressive strength, high tensile strength, high ductility, high toughness, high durability and good construction performance, and is another concrete material with more excellent mechanical comprehensive performance compared with common concrete and high performance concrete. The prefabricated UHPC beam slab and the cast-in-place UHPC joint are formed by pouring ultrahigh-performance concrete, wherein the ultrahigh-performance concrete can be active powder concrete, ultrahigh-performance fiber reinforced concrete, grouting fiber concrete, dense reinforcement composite material or engineering cementitious composite material and the like. Preferably, the ultrahigh-performance concrete is active powder concrete with the compressive strength of not less than 100MPa, or ultrahigh-performance fiber reinforced concrete or a dense reinforced cement-based composite material. The ultrahigh-performance concrete has the advantages of easy realization of good crack resistance of a cast-in-place joint interface, simple structure, convenient construction and good durability.
The principle of the invention is as follows: 1. the embedded reinforced steel components are arranged at the bottom of the prefabricated UHPC beam plate, so that the re-arrangement of the new and old UHPC interfaces can be realized, the rigidity, the crack resistance and the bearing capacity of the section are effectively improved, the integrity of the new and old UHPC components is further enhanced, and finally the shear force transfer efficiency under the use load is effectively improved. 2. When the prefabricated UHPC beam slab is prefabricated, the end part of the prefabricated UHPC beam slab is provided with an embedded iron wire net (the embedded iron wire net is not coated with a release agent), and the prefabricated UHPC beam slab is removed to form a side wall form of a latticed groove. This sidewall form has two unique effects: (1) the roughness of the new and old UHPC interfaces is improved, the connection of the new and old UHPC interfaces is effectively enhanced, the rigidity, the crack resistance and the bearing capacity of the section are improved, further, the bending tensile stress of the pre-embedded reinforced steel part and the horizontal shear stress of the shear connector are reduced, and the thickness of the pre-embedded reinforced steel part and the area of the shear connector are reduced; (2) in the process of removing the wire mesh, part of UHPC slurry is peeled off, so that steel fiber inside the prefabricated UHPC beam plate can be exposed, the unfavorable condition that the fiber at the position of a cast-in-place seam of the UHPC is discontinuous and separated is reduced, and the tensile property of the UHPC at the seam is improved to a certain extent. According to the invention, through the mutual synergistic effect of the latticed groove and the embedded reinforced steel component, the latticed groove and the embedded reinforced steel component are matched with each other, so that the problem of weak stress of the UHPC bridge deck wet joint connection can be effectively solved.
Compared with the prior art, the invention has the advantages that:
1. according to the invention, the pre-embedded reinforced steel part is arranged at the bottom of the prefabricated UHPC beam plate to form the combined beam plate, so that the tensile property of steel can be fully exerted, the problems of discontinuous steel fiber and weak stress of a new concrete interface and an old concrete interface of an ultra-high performance concrete wet joint are solved, the local rigidity of the prefabricated UHPC beam plate is further improved, the anti-cracking property and the overload resistance are obviously improved, the construction is convenient and fast, and the safety performance is better.
2. The invention effectively enhances the connection of new and old UHPC interfaces by adopting the side wall form of the latticed groove, reduces the unfavorable condition that fibers at the cast-in-place joint position of the UHPC are discontinuous and separated, and can improve the tensile strength, the crack resistance and the bearing capacity at the joint.
3. According to the invention, through the mutual synergistic effect of the latticed grooves and the embedded reinforced steel components, the two components are mutually matched, so that the problem of weak stress of the wet joint connection of the UHPC bridge deck can be effectively solved, the stress performance of the new and old UHPC interface is remarkably improved, the interface cannot crack under the action of a use load, and bridge deck rainwater cannot permeate into the bridge deck, thereby improving the durability and the use performance of the structure.
4. The invention can cancel the scabbling process of the prior joint structure, does not need any on-site steel bar operation after the prefabricated UHPC beam slab is transversely assembled and accurately positioned, is convenient for construction, and is beneficial to realizing the rapid construction of an ultrahigh-performance concrete structure.
5. The UHPC beam slab cast-in-place joint structure has the advantages of simple structure, wide application range and good application prospect.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
Fig. 1 is a schematic structural view of a cast-in-place joint structure of a UHPC beam slab with embedded reinforced steel components in example 1.
Fig. 2 is a sectional view of the plane a-a in fig. 1.
Fig. 3 is a sectional view of the plane B-B in fig. 1 (the embedded reinforced steel member is not shown).
Fig. 4 is a schematic structural view of a cast-in-place seam structure of a UHPC beam slab with embedded reinforced steel components in example 2.
Fig. 5 is a schematic structural view of a cast-in-place seam structure of a UHPC beam slab with embedded reinforced steel components in example 3.
Fig. 6 is a sectional view of the plane C-C in fig. 5.
Fig. 7 is a schematic structural view of a cast-in-place seam structure of a UHPC beam slab with embedded reinforced steel components in example 4.
Fig. 8 is a schematic structural view of the embedded wire netting used in embodiments 1 to 4.
Illustration of the drawings:
1. prefabricating a UHPC beam plate; 2. casting UHPC joint in situ; 3. embedding a reinforced steel part; 4. a shear connector; 5. a web; 6. a circular hole; 7. embedding reinforcing steel bars in advance; 8. a grid-shaped groove; 9. a base plate.
Detailed Description
In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.
Unless otherwise specifically stated, various raw materials, reagents, instruments, equipment and the like used in the present invention are commercially available or can be prepared by existing methods.
Example 1:
as shown in fig. 1-3, the cast-in-place joint structure of the UHPC beam slab with the embedded reinforced steel components in the embodiment includes a pair of adjacent prefabricated UHPC beam slabs 1 and a cast-in-place UHPC joint 2 cast between the pair of prefabricated UHPC beam slabs 1, the bottom of the prefabricated UHPC beam slab 1 is fixedly provided with the embedded reinforced steel components 3 extending to the cast-in-place UHPC joint 2, and the end parts of the adjacent embedded reinforced steel components 3 are fixedly connected; the side wall of the end part of the prefabricated UHPC beam plate 1 is provided with a latticed groove 8, and steel fibers in the UHPC are exposed in the latticed groove 8.
In this embodiment, the pre-embedded reinforced steel component 3 is a patterned steel plate, the surface of the patterned steel plate is provided with a shear connector 4, and the pre-embedded reinforced steel component 3 is fixedly connected with the prefabricated UHPC beam plate 1 into a whole through the shear connector 4. The shear connector 4 is in the form of a cylindrical head welding nail, the diameter is 0.013m, the length is 0.15m, and the distance is 0.15 m.
In this embodiment, the grid-shaped groove 8 is formed by installing an embedded wire netting during prefabrication of the prefabricated UHPC beam slab 1 and removing the embedded wire netting after molding, and the grid in the grid-shaped groove 8 is square. According to actual requirements, a round shape or a diamond shape can also be adopted.
In this embodiment, pre-buried being equipped with in the prefabricated UHPC beam slab 1 extends to cast-in-place UHPC seam 2 in the embedded reinforcing bar 7, the pre-buried reinforcing bar 7 between the prefabricated UHPC beam slab 1 of a pair of adjacent setting is crisscross to be set up.
In this embodiment, the distance d between the end of the extension portion of the embedded steel bar 7 and the side wall surface of another prefabricated UHPC beam slab 1 is 0.03m, and the length of the extension portion of the embedded steel bar 7 is not less than 10 times the diameter of the embedded steel bar 7.
In this embodiment, the thickness of the embedded reinforcing steel member 3 is not less than 0.010 m.
In this example, the width b1 of the cast-in-place UHPC joint 2 is 0.25 m.
The construction method of the UHPC beam slab cast-in-place joint structure with the embedded reinforced steel component comprises the following steps:
s1: erecting a prefabricated mould for prefabricating the UHPC beam plate 1, arranging an embedded wire netting (shown in figure 8) for forming latticed grooves 8 on the side wall of the end part of the prefabricated UHPC beam plate 1 in the prefabricated mould, and synchronously embedding and arranging embedded reinforcing steel components 3 (the shear connecting pieces 4 are synchronously and fixedly connected);
s2, pouring the ultra-high performance concrete of the prefabricated UHPC beam plate 1, after the natural curing is finished, removing the pre-buried wire netting, and forming a latticed groove 8 on the side wall of the end part of the prefabricated UHPC beam plate 1;
s3, erecting the prefabricated UHPC beam plates 1 which are oppositely arranged, fixedly connecting the end parts of the adjacent embedded reinforcing steel components 3 to form an ultra-high performance concrete wet joint in-situ casting area, casting the ultra-high performance concrete in-situ casting the ultra-high performance concrete in the in-situ casting ultra-high performance concrete wet joint area, maintaining, and obtaining the in-situ casting joint structure of the UHPC beam plates after the design strength is reached.
Example 2:
as shown in fig. 4, the present embodiment is different from embodiment 1 in that: the embedded reinforced steel component 3 is a corrugated steel plate, a shear connector 4 is arranged on the surface of the corrugated steel plate, and the embedded reinforced steel component 3 is fixedly connected with the prefabricated UHPC beam plate 1 into a whole through the shear connector 4. The shear connector 4 is in the form of a cylindrical head welding nail, the diameter is 0.013m, the length is 0.15m, and the distance is 0.15 m.
Example 3:
as shown in fig. 5 to 6, the present embodiment is different from embodiment 1 in that: the embedded reinforced steel component 3 is similar T-shaped steel, the similar T-shaped steel comprises a bottom plate 9 and a plurality of webs 5 fixedly connected to the bottom plate 9 and arranged in parallel at intervals, uniformly distributed circular holes 6 are formed in the webs 5, and the bottom plate 9 is fixedly connected with the prefabricated UHPC beam plate 1 into a whole through the webs 5.
Example 4:
as shown in fig. 7, the present embodiment is different from embodiment 3 in that the arrangement of the embedded steel bars 7 is not the same. Specifically, the method comprises the following steps: two pairs of pre-buried reinforcing bars 7 between a pair of prefabricated UHPC beam slabs 1 that set up adjacently are arranged correspondingly and are all connected into a whole through web 5.
Claims (4)
1. A cast-in-place joint structure of a UHPC beam plate with embedded reinforced steel components comprises a pair of adjacent prefabricated UHPC beam plates (1) and a cast-in-place UHPC joint (2) cast between the pair of prefabricated UHPC beam plates (1), and is characterized in that the bottom of the prefabricated UHPC beam plate (1) is fixedly provided with an embedded reinforced steel component (3) extending to the cast-in-place UHPC joint (2), and the end parts of the adjacent embedded reinforced steel components (3) are fixedly connected; the side wall of the end part of the prefabricated UHPC beam plate (1) is provided with a latticed groove (8);
the embedded reinforced steel component (3) is similar T-shaped steel, the similar T-shaped steel comprises a bottom plate (9) and a plurality of webs (5) fixedly connected to the bottom plate (9) and arranged in parallel at intervals, circular holes (6) are uniformly distributed in the webs (5), and the bottom plate (9) is fixedly connected with the prefabricated UHPC beam plate (1) into a whole through the webs (5);
the webs (5) between a pair of adjacent prefabricated UHPC beam plates (1) are arranged in a staggered manner, and the length of the webs (5) is the same as that of the bottom plate (9);
pre-buried reinforcing steel bars (7) are pre-buried in the prefabricated UHPC beam plates (1), every two pre-buried reinforcing steel bars (7) between a pair of adjacent prefabricated UHPC beam plates (1) are correspondingly arranged and are connected into a whole through the web plates (5);
the grid-shaped groove (8) is obtained by installing an embedded wire netting when the UHPC beam plate (1) is prefabricated and removing the embedded wire netting after molding, and the grid in the grid-shaped groove (8) is square, rhombic or circular;
and when the pre-buried wire netting is pre-fabricated and installed, a release agent is not coated on the pre-buried wire netting to ensure that part of UHPC slurry is peeled off in the wire netting removing process, so that steel fiber inside the pre-fabricated UHPC beam plate (1) is exposed.
2. The cast-in-place seam construction of the UHPC beam slab as claimed in claim 1, characterized in that the thickness of the embedded reinforced steel part (3) is not less than 0.006 m.
3. The cast-in-place joint structure of the UHPC beam slab as claimed in claim 1, wherein the width b1 of the cast-in-place UHPC joint (2) is 0.15-0.50 m.
4. A construction method of a UHPC beam slab cast-in-place joint structure with embedded reinforced steel components as claimed in any one of claims 1-3, characterized by comprising the following steps:
s1: erecting a prefabricated mould for prefabricating the UHPC beam plate (1), arranging an embedded wire netting for forming latticed grooves (8) on the side wall of the end part of the prefabricated UHPC beam plate (1) in the prefabricated mould, and synchronously embedding an embedded reinforcing steel component (3);
s2: pouring the ultra-high performance concrete of the prefabricated UHPC beam slab (1), after the natural curing is finished, removing the pre-embedded wire netting, and forming a latticed groove (8) on the side wall of the end part of the prefabricated UHPC beam slab (1);
s3: erecting the prefabricated UHPC beam slabs (1) which are oppositely arranged, fixedly connecting the end parts of the adjacent embedded reinforced steel components (3), pouring the ultra-high performance concrete in the joint in situ, and maintaining to obtain the cast-in-situ joint structure of the UHPC beam slabs.
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| CN113027210A (en) * | 2021-02-05 | 2021-06-25 | 上海核工程研究设计院有限公司 | Cast-in-place ultra-high performance concrete (UHPC) combined shielding shell |
| CN114263570A (en) * | 2021-11-25 | 2022-04-01 | 湖南大学 | Thin-wall segment of assembled UHPC fan tower, whole-ring UHPC cylinder segment and fan tower construction method |
| CN114544388B (en) * | 2022-01-12 | 2024-01-30 | 佛山市路桥建设有限公司 | UHPC wet joint direct shear bearing capacity determination method |
| CN115928558B (en) * | 2023-02-21 | 2023-06-02 | 湖南大学 | Transverse joint structure of UHPC combined box girder and construction method thereof |
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