CN221609124U - Connecting structure of prefabricated arc-shaped beam and cast-in-situ stiff section - Google Patents
Connecting structure of prefabricated arc-shaped beam and cast-in-situ stiff section Download PDFInfo
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- CN221609124U CN221609124U CN202420131443.3U CN202420131443U CN221609124U CN 221609124 U CN221609124 U CN 221609124U CN 202420131443 U CN202420131443 U CN 202420131443U CN 221609124 U CN221609124 U CN 221609124U
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- 238000011065 in-situ storage Methods 0.000 title claims abstract description 51
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 91
- 239000010959 steel Substances 0.000 claims abstract description 91
- 239000004567 concrete Substances 0.000 claims abstract description 26
- 210000000988 bone and bone Anatomy 0.000 claims abstract description 7
- 238000004873 anchoring Methods 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 9
- 238000005266 casting Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 18
- 230000002787 reinforcement Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Abstract
A connection structure of a prefabricated arc-shaped beam and a cast-in-situ stiffness section comprises the prefabricated arc-shaped beam and the cast-in-situ stiffness section; the cast-in-situ stiffness section comprises stiffness steel bones and a cast-in-situ concrete layer; the stiff steel rib is arc-shaped and is made of profile steel; one end of the stiff steel rib is buried in the prefabricated arc beam, and the other end of the stiff steel rib is connected with a steel column of the main body structure; perforations are arranged at intervals at the part of the stiff steel rib embedded into the prefabricated arc beam; an anchor rod correspondingly penetrates through the perforation; anchor plates are arranged at two ends of one group of anchor rods; casting a cast-in-situ concrete layer on the part of the stiff steel rib beyond the prefabricated arc beam; the first shear plugs are arranged at intervals on the parts of the stiff steel bones in the cast-in-situ concrete layer; a first end plate is arranged at one end of the stiff steel rib, which is connected with the steel column; the first end plate is welded with the steel column. The utility model solves the technical problems of large overhead steel bar binding amount, large template supporting amount and concrete pouring operation amount and high potential safety hazard of overhead operation in the traditional cast-in-situ construction method.
Description
Technical Field
The utility model belongs to the technical field of constructional engineering, and particularly relates to a connecting structure of a prefabricated arc-shaped beam and a cast-in-situ stiffness section.
Background
The building project is a giant frame-core tube mixed structure with a reinforcing layer, 4 layers underground and 37 layers above the ground (comprising a machine room layer and a machine room roof layer), wherein the standard layer is 4.35m in height and 158.2m in total height. The appearance of two sides of the project core tube is a special-shaped concrete structure, overhanging arc-shaped concrete beams are arranged on two sides of an odd layer of the tower, the beam section is 500mm, 1200mm, no plate is arranged on the beam side, liang Changyao m, and the overhanging arc-shaped beam is 158.2m relative to the maximum construction height of +/-0.00, and is an ultra-high-rise high-altitude large-span overhanging arc-shaped beam. At present, the super high-rise high-altitude large-span cantilever arc beam is usually cast-in-situ, and the support frame cannot be erected for construction by adopting a conventional method because of arrangement of a beam interlayer, no plates are arranged on the beam side, long span and high working face, and the cast-in-situ construction has the problems of large working amount of high-altitude steel bar binding, concrete pouring and the like and high potential safety hazard of high-altitude operation.
Disclosure of utility model
The utility model aims to provide a connecting structure of a prefabricated arc beam and a cast-in-situ stiff section, which aims to solve the technical problems of high overhead steel bar binding amount, large template supporting amount and high concrete pouring operation amount and high potential safety hazard of overhead operation in the traditional cast-in-situ construction method.
In order to achieve the above purpose, the present utility model adopts the following technical scheme.
A connection structure of a prefabricated arc-shaped beam and a cast-in-situ stiffness section comprises the prefabricated arc-shaped beam and the cast-in-situ stiffness section; the prefabricated arc beam is a reinforced concrete arc beam; the cast-in-situ stiffness section comprises a stiffness steel rib and a cast-in-situ concrete layer; the stiff steel rib is arc-shaped and is made of profile steel; one end of the stiff steel rib is buried in the prefabricated arc-shaped beam, and the other end of the stiff steel rib exceeds the outer end of the prefabricated arc-shaped beam and is connected with a steel column of the main body structure; perforations are arranged at intervals at the part of the stiff steel rib embedded into the prefabricated arc beam; an anchor rod correspondingly penetrates through the through hole; the anchor rods penetrate through the prefabricated arc-shaped beam along the width direction of the prefabricated arc-shaped beam, and anchor plates are respectively arranged at two ends of one group of anchor rods; the anchor plate is attached to the side face of the prefabricated arc beam; the cast-in-situ concrete layer is poured on the part of the stiff steel rib, which exceeds the prefabricated arc beam, and the section size of the cast-in-situ concrete layer is adapted to the section size of the prefabricated arc beam; the first shear plugs are arranged at intervals on the parts of the stiff steel bones in the cast-in-situ concrete layer; a first end plate is arranged at one end of the stiff steel rib, which is connected with the steel column; and the first end plate is welded with the steel column.
Preferably, hanging rings are arranged at intervals at the top of the prefabricated arc-shaped beam; the hanging ring is connected with the prefabricated arc-shaped beam through the embedded part; the embedded part comprises an embedded plate and an anchor rib; the buried plate is attached to the top surface of the prefabricated arc beam; the anchor ribs are arranged in a group and are connected to the bottom of the buried plate at intervals; and a group of anchor bars are anchored in the prefabricated arc beams; the anchoring ribs are L-shaped.
Preferably, the length of the part of the stiff steel rib embedded into the prefabricated arc-shaped beam is not less than 1000mm.
Preferably, steel corbels are arranged on the steel columns; a second end plate is arranged at the end part of the steel corbel; the first end plate is welded with the second end plate; the cast-in-situ concrete layer is wrapped on the outer side of the steel corbel.
Preferably, the stiff steel ribs are made of steel box girders, and second shear bolts are respectively arranged at the top and the bottom of the parts of the stiff steel ribs extending into the prefabricated arc beams.
Compared with the prior art, the utility model has the following characteristics and beneficial effects.
1. The connection structure of the prefabricated arc beam and the cast-in-situ stiffness section is easy to ensure in construction safety, the cast-in-situ concrete overhanging arc Liang You is changed into a prefabricated arc beam and cast-in-situ stiffness connection section, the operations of binding steel bars in the high air, supporting templates, pouring concrete and the like are reduced, and the potential safety hazard of high-altitude operation is greatly reduced.
2. The connection structure of the prefabricated arc beam and the cast-in-situ stiffness section is simple and quick to construct, the construction period is shortened, the prefabricated arc beam is prefabricated on a construction site, and then the arc beam is hoisted; the triangular support frame adopts a steel structure, is transported to the site for assembly after being processed in a factory, and is then integrally hoisted; the prefabricated arc beam and cast-in-situ stiffness connecting section and the triangular support frame are adopted, so that the erection of a support system is reduced, the construction period is shortened, and the materials and the cost are saved.
Drawings
The utility model is described in further detail below with reference to the accompanying drawings.
FIG. 1 is a schematic plan view of the connection of a prefabricated arc beam to a cast-in-place stiff section of the present utility model.
FIG. 2 is a schematic view of the structure of the present utility model with one end of the stiff steel bones pre-embedded in the prefabricated arc beam.
FIG. 3 is a schematic view of the connection structure of the stiff steel bones and steel corbels in the present utility model.
FIG. 4 is a schematic view of the structure of the present utility model where the stiff steel is anchored to the prefabricated arched beam using anchor plates and rods.
FIG. 5 is a schematic structural view of a stiff steel bar according to the present utility model.
Reference numerals: the steel beam comprises a 1-prefabricated arc beam, a 2-cast-in-situ stiffness section, a 2.1-stiffness steel rib, a 2.2-cast-in-situ concrete layer, a 3-steel column, 4-perforations, 5-anchoring rods, 6-anchor plates, 7-first shear bolts, 8-hanging rings, 9-embedded parts, 9.1-embedded plates, 9.2-anchoring ribs, 10-steel corbels, 11-first end plates, 12-second end plates and 13-second shear bolts.
Detailed Description
As shown in figures 1-5, the connecting structure of the prefabricated arc-shaped beam and the cast-in-situ stiffness section comprises a prefabricated arc-shaped beam 1 and a cast-in-situ stiffness section 2; the method is characterized in that: the prefabricated arc beam 1 is a reinforced concrete arc beam; the cast-in-situ stiffness section 2 comprises a stiffness steel rib 2.1 and a cast-in-situ concrete layer 2.2; the stiff steel rib is arc-shaped and is made of profile steel; one end of the stiff steel rib 2.1 is buried in the prefabricated arc-shaped beam 1, and the other end of the stiff steel rib 2.1 exceeds the outer end of the prefabricated arc-shaped beam 1 and is connected with a steel column 3 of the main body structure; perforations 4 are arranged at intervals on the part of the stiff steel rib 2.1 embedded into the prefabricated arc beam 1; an anchor rod 5 correspondingly penetrates through the through hole 4; the anchor rods 5 penetrate through the prefabricated arc-shaped beam 1 along the width direction of the prefabricated arc-shaped beam 1, and anchor plates 6 are respectively arranged at two ends of one group of anchor rods 5; the anchor plate 6 is attached to the side face of the prefabricated arc beam 1; the cast-in-situ concrete layer 2.2 is poured on the part of the stiff steel rib 2.1 beyond the prefabricated arc beam 1, and the section size of the cast-in-situ concrete layer 2.2 is adapted to the section size of the prefabricated arc beam 1; the first shear bolts 7 are arranged at intervals on the part of the stiff steel bones 2.1 in the cast-in-situ concrete layer 2.2; a first end plate 11 is arranged at one end of the stiff steel frame 2.1 connected with the steel column 3; the first end plate 11 is welded with the steel column 3.
In this embodiment, hanging rings 8 are arranged at intervals on the top of the prefabricated arc beam 1; the hanging ring 8 is connected with the prefabricated arc beam 1 through a buried piece 9; the embedded part 9 comprises an embedded plate 9.1 and an anchor rib 9.2; the buried plate 9.1 is attached to the top surface of the prefabricated arc beam 1; the anchoring ribs 9.2 are provided with a group and are connected at intervals at the bottom of the buried plate 9.1; and a set of anchoring ribs 9.2 are anchored in the prefabricated arc beam 1; the anchoring ribs 9.2 are L-shaped.
In this embodiment, the length of the portion of the stiff steel rib 2.1 embedded in the prefabricated arc beam 1 is not less than 1000mm.
In this embodiment, the steel column 3 is provided with a steel bracket 10; a second end plate 12 is provided at the end of the steel corbel 10; the first end plate 11 is welded with the second end plate 12; the cast-in-situ concrete layer 2.2 is wrapped outside the steel corbel 10.
In the embodiment, the stiff steel rib 2.1 is made of a steel box girder, and the top and the bottom of the part of the stiff steel rib 2.1 extending into the prefabricated arc beam 1 are respectively provided with a second shear bolt 13; the second shear bolts 13 are respectively arranged at the top and the bottom of the stiff steel bar 2.1 in two rows, and the interval between every two adjacent second shear bolts 13 is 200mm.
In this embodiment, the prefabricated arc beam 1 is connected with the main body structure by adopting a triangular support frame, and steel embedded parts for connecting with the triangular support frame are pre-embedded at intervals on the side surface of the prefabricated arc beam 1.
In the embodiment, the steel bars in the prefabricated arc-shaped beam 1 exceed the side surface of the prefabricated arc-shaped beam 1, which is close to one side of the cast-in-situ stiff section; a reinforcement cage is bound on the outer side of the cast-in-situ stiff section 2, which is positioned on the stiff steel rib 2.1; longitudinal ribs in the reinforcement cage are welded and connected with the reinforcement extending out of the prefabricated arc beam 1.
In this example, the cross-sectional dimensions of the stiff steel bars 2.1 are width x height x thickness = 200mm x 900mm x 16mm.
The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate the present utility model, not to limit the scope of the present utility model, and all applications that come from simple variations of the present utility model fall within the scope of the present utility model.
Claims (5)
1. The connecting structure of the prefabricated arc-shaped beam and the cast-in-situ stiffness section comprises the prefabricated arc-shaped beam (1) and the cast-in-situ stiffness section (2); the method is characterized in that: the prefabricated arc beam (1) is a reinforced concrete arc beam; the cast-in-situ stiffness section (2) comprises a stiffness steel rib (2.1) and a cast-in-situ concrete layer (2.2); the stiff steel rib is arc-shaped and is made of profile steel; one end of the stiff steel rib (2.1) is buried in the prefabricated arc-shaped beam (1), and the other end of the stiff steel rib (2.1) exceeds the outside of the end of the prefabricated arc-shaped beam (1) and is connected with a steel column (3) of the main structure; perforations (4) are arranged at intervals on the part of the stiff steel rib (2.1) embedded into the prefabricated arc beam (1); an anchor rod (5) correspondingly penetrates through the through hole (4); the anchor rods (5) penetrate through the prefabricated arc-shaped beam (1) along the width direction of the prefabricated arc-shaped beam (1), and anchor plates (6) are respectively arranged at two ends of one group of anchor rods (5); the anchor plate (6) is attached to the side face of the prefabricated arc beam (1); the cast-in-situ concrete layer (2.2) is poured on the part of the stiff steel rib (2.1) beyond the prefabricated arc-shaped beam (1), and the cross section size of the cast-in-situ concrete layer (2.2) is matched with the cross section size of the prefabricated arc-shaped beam (1); the first shear plugs (7) are arranged at intervals on the parts of the stiff steel bones (2.1) in the cast-in-situ concrete layer (2.2); a first end plate (11) is arranged at one end of the stiff steel rib (2.1) connected with the steel column (3); the first end plate (11) is welded with the steel column (3).
2. The connection structure of a prefabricated arc beam and cast-in-situ stiffness section of claim 1, wherein: hanging rings (8) are arranged at intervals at the top of the prefabricated arc-shaped beam (1); the hanging ring (8) is connected with the prefabricated arc-shaped beam (1) through a buried piece (9); the embedded part (9) comprises an embedded plate (9.1) and anchoring ribs (9.2); the buried plate (9.1) is attached to the top surface of the prefabricated arc beam (1); the anchoring ribs (9.2) are provided with a group and are connected at intervals at the bottom of the buried plate (9.1); and a group of anchoring ribs (9.2) are anchored in the prefabricated arc beam (1); the anchoring ribs (9.2) are L-shaped.
3. The connection structure of a prefabricated arc beam and cast-in-situ stiffness section of claim 1, wherein: the length of the part of the stiff steel rib (2.1) embedded into the prefabricated arc-shaped beam (1) is not less than 1000mm.
4. The connection structure of a prefabricated arc beam and cast-in-situ stiffness section of claim 1, wherein: the steel column (3) is provided with steel corbels (10); a second end plate (12) is arranged at the end part of the steel corbel (10); the first end plate (11) is welded with the second end plate (12); the cast-in-situ concrete layer (2.2) is wrapped on the outer side of the steel corbel (10).
5. The connection structure of a prefabricated arc beam and cast-in-situ stiffness section of claim 1, wherein: the steel frame (2.1) is made of steel box girders, and second shear bolts (13) are respectively arranged at the top and the bottom of the part of the steel frame (2.1) extending into the prefabricated arc-shaped girder (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202420131443.3U CN221609124U (en) | 2024-01-19 | 2024-01-19 | Connecting structure of prefabricated arc-shaped beam and cast-in-situ stiff section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202420131443.3U CN221609124U (en) | 2024-01-19 | 2024-01-19 | Connecting structure of prefabricated arc-shaped beam and cast-in-situ stiff section |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN221609124U true CN221609124U (en) | 2024-08-27 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202420131443.3U Active CN221609124U (en) | 2024-01-19 | 2024-01-19 | Connecting structure of prefabricated arc-shaped beam and cast-in-situ stiff section |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN221609124U (en) |
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- 2024-01-19 CN CN202420131443.3U patent/CN221609124U/en active Active
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