Pile plate connecting structure of pile plate type structure
By using the combination of embedded steel casing and grouting filling layer in the pile plate connection structure, the problems of difficulty in determining the rigidity of the connection node, poor durability and long construction period in the prior art are solved, and the effects of safety of stress, simplicity of construction and quality control of pile plate connections are achieved.
Patent Information
- Application Number
- CN202421824233.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-07-31
- Publication Date
- 2025-05-02
- Estimated Expiration
- 2034-07-31
AI Technical Summary
During the construction process, the existing pile plate connecting structures have problems such as difficulty in determining the node stiffness, unclear structural stress status, poor durability of the connecting materials, long construction cycle and difficult quality control.
The embedded steel casing between the prefabricated beam slab and the prefabricated pipe pile is used for socketing, and the grouting filling layer is poured into the gap between the embedded steel casing and the prefabricated pipe piles to consolidate and connect the piles. This structure improves the reliability and strength of the connection through the design of the embedded steel casing and the use of the grouting fill layer.
It realizes the safety of pile plate connections, good integrity, simple construction and fast construction speed, and solves the problems of durability and construction quality control in traditional connection methods.
Smart Images
Figure CN222822239U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of pile-plate connection structure design and construction, in particular to a pile-plate connection structure of a pile-plate type structure. Background Art
[0002] In recent years, my country has vigorously advocated green buildings and prefabricated structures, and promoted the construction of green highways across the country. Pile-slab structures have been rapidly promoted in highways in many provinces due to their many advantages such as no need for backfill, small footprint, and prefabricated construction, and have broad application prospects in the future. Pile-slab structures consist of an upper structure and a lower structure. Usually, the upper structure uses prefabricated beams and slabs, and the lower structure uses prefabricated pipe piles. Semi-rigid connections or rigid connections are used between the upper and lower structures. Semi-rigid connections usually take the form of steel bar hinges, and rigid connections include bolt connections and steel cage connections.
[0003] When using a semi-rigid connection with a steel bar hinge, a small amount of connecting steel bars is set between the precast beam and the precast pipe pile to form a steel bar hinge, and a high-elastic material gasket is set on the top of the precast pipe pile. The deformation of the high-elastic material gasket allows the precast beam to have a certain degree of free rotation. The stiffness of the connection node of this connection method is difficult to determine, the stress state of the structure is unclear, and the service life of the core component high-elastic material gasket is difficult to reach the same as the service life of the overall structure, and the durability is poor.
[0004] When rigid bolt connection is adopted, the upper end of the bolt is anchored in the precast concrete beam slab by pre-embedded bolts or reserved bolt holes in the precast concrete beam slab, and the lower end of the bolt is anchored to the flange plate at the top of the precast pipe pile through a nut. This connection method requires a large number of bolts, which is difficult to maintain after completion, and once the bolts fail due to improper maintenance, the consequences are serious.
[0005] Based on the limitations of the above connection methods, in order to ensure the reliability of the pile-sheet connection structure, the rigid connection method of steel cage is more commonly used in actual projects.
[0006] When using a rigid connection with a steel cage, first construct the prefabricated pipe piles, then erect the prefabricated beams and slabs on the temporary support set at the top of the piles, and then install the vertical steel cage in the core of the pipe pile at the top of the piles. The steel cage should extend into the wet joint of the beam and slab at the top of the piles, then weld the longitudinal and transverse steel bars at the wet joint of the beam and slab, and finally pour the concrete of the pile core and the wet joint of the beam and slab to form a whole. Although this connection method solves the problem of reliability of the connection structure, it requires a cast-in-place wet joint of the beam and slab at the top of the pile, which requires a large amount of cast-in-place concrete and a long construction period. In addition, there are problems such as dense three-way steel bars at the top of the pile, difficult to control the quality of steel bar welding, and difficult to ensure the density of concrete vibration. Summary of the invention
[0007] In order to solve the problems existing in the above-mentioned prior art, the utility model proposes a pile-plate connection structure of a pile-plate type structure, and the following technical solutions can be specifically adopted:
[0008] The pile-plate connection structure of the pile-plate type structure described in the utility model comprises a prefabricated beam-plate, an embedded steel casing located in the prefabricated beam-plate, and a prefabricated pipe pile. The prefabricated beam-plate is sleeved on the prefabricated pipe pile through the embedded steel casing, and the pile-plate is consolidated and connected to form a whole by pouring a grouting filling layer into the gap between the embedded steel casing and the prefabricated pipe pile.
[0009] The transverse wet joint position of the prefabricated beam and slab is set at the 1 / 4 span position, the beam section at the pier top adopts a prefabricated structure, and steel casing is embedded at the corresponding position of the pier top when prefabricating the beam and slab. The interior of the embedded steel casing is a hollow structure before being connected to the prefabricated pipe piles.
[0010] The thickness of the precast beam and slab between the top of the precast beam and slab and the top of the embedded steel casing is not less than 0.5 times the diameter of the precast pipe pile. The bottom edge steel bars of the precast beam and slab within the range of the embedded steel casing are bent upward and pass through the top of the embedded steel casing to form an "inverted U-shaped" continuous steel bar.
[0011] In the above scheme, by ensuring the minimum thickness of the precast beam slab on the pier top and setting "inverted U-shaped" steel bars, not only the continuity of the steel bars at the top edge of the precast beam slab is ensured, but also the bearing capacity of the precast beam slab to resist shearing is improved.
[0012] The diameter of the embedded steel casing is larger than the diameter of the prefabricated pipe pile, and the embedded steel casing includes an embedded part inside the prefabricated beam and an extended part extending from the bottom of the prefabricated beam. The length of the embedded part of the embedded steel casing is not less than 0.7 times the diameter of the prefabricated pipe pile.
[0013] In the above scheme, by ensuring the minimum length of the embedded part of the embedded steel casing, the minimum anchoring length of the prefabricated pipe pile extending into the prefabricated beam and slab is ensured, thereby ensuring the reliability of the pile-slab connection.
[0014] The embedded part of the embedded steel casing is provided with studs and stirrups on the outside. The studs are evenly spaced on the outer surface of the embedded steel casing, and a plurality of stirrups are arranged from top to bottom.
[0015] In the above scheme, the connection between the steel casing and the precast beam slab is strengthened by arranging studs and stirrups.
[0016] A plurality of vertical steel plate shear keys with holes are welded on the inner wall of the protruding part of the embedded steel casing, and a plurality of annular through-steel bars are passed through the holes of the vertical steel plate shear keys. The through-steel bars are arranged in sequence from top to bottom, and the upper edge of the vertical steel plate shear key is higher than the bottom surface of the prefabricated beam slab.
[0017] In the above scheme, shear keys are arranged on the inner wall of the embedded steel casing, and the shear keys are embedded in the grouting filling layer, thereby improving the bonding between the steel casing and the grouting filling layer, and improving the strength and reliability of the steel tube concrete connection structure.
[0018] A bottom sealing steel plate is welded to the bottom of the embedded steel casing, and a rubber sealing strip is arranged between the bottom sealing steel plate and the prefabricated pipe pile.
[0019] The prefabricated pipe pile is a hollow structure, and a core-filled concrete body is arranged on the top of the inner cavity thereof, and the bottom surface of the core-filled concrete body is located below the bottom sealing steel plate.
[0020] The prefabricated pipe pile is provided with a shear key groove within the embedded steel casing, the shear key groove is arranged in a ring on the surface of the prefabricated pipe pile, and multiple grooves are arranged from top to bottom, and the shear key groove is formed when the pipe pile is prefabricated.
[0021] In the above scheme, by arranging shear keys on the surface of the prefabricated pipe pile, the bonding between the steel casing and the grouting filling layer is improved, thereby improving the reliability of the connection structure.
[0022] The grouting filling layer is formed by pouring self-compacting non-shrinkage UHPC or high-strength non-shrinkage grouting material.
[0023] During the construction of the connection structure of the utility model, the prefabricated beam plate only needs to be connected to the prefabricated pipe pile through the embedded steel casing, and the grouting filling layer is poured into the gap between the embedded steel casing and the prefabricated pipe pile to consolidate the pile plate. Before pouring the grouting filling layer, the pollutants on the surface of the prefabricated pipe pile should be cleaned, and the grouting outlet should be reasonably set to reduce the bubbles in the grouting filling layer and ensure its density. In addition, during the construction of the structure, the purpose of adjusting the road surface elevation can be achieved by appropriately adjusting the sleeve length of the embedded steel pipe and the prefabricated pipe pile.
[0024] The pile-plate connection structure of the pile-plate structure provided by the utility model combines the sleeve reinforcement effect of the steel casing on the concrete with the socket-type connection method of the pier column, and a small amount of cast-in-place grouting material is used to connect the components into a whole, which has the advantages of safe force, good integrity, simple construction, and fast construction speed. Moreover, the beam and slab as the upper structure adopt a prefabricated structure at the pier top position. Compared with the traditional method of setting a transverse wet joint on the pier top, it solves the problems of dense steel bars, difficult to control the quality of steel bar welding, and difficult to ensure the compaction density of concrete, thereby ensuring the construction quality of the negative bending moment area on the pier top as a key stress-bearing part and accelerating the construction progress. BRIEF DESCRIPTION OF THE DRAWINGS
[0025] Figure 1 It is a structural schematic diagram of the utility model.
[0026] Figure 2 yes Figure 1 Cross-sectional view of .
[0027] Figure 3 yes Figure 2 Schematic diagram of the connection structure between the embedded steel casing and the prefabricated beam and slab.
[0028] Figure 4 yes Figure 2 AA section view in.
[0029] Figure 5 yes Figure 2 BB section view in (grouting filling layer omitted).
[0030] Figure 6 It is a schematic diagram of beam segment division of the utility model applied to a pile-plate structure. DETAILED DESCRIPTION
[0031] The following is a detailed description of an embodiment of the utility model in conjunction with the accompanying drawings. This embodiment is implemented on the premise of the technical solution of the utility model, and a detailed implementation method and a specific construction process are given, but the protection scope of the utility model is not limited to the following embodiment.
[0032] like Figure 1-6 As shown, the pile-sheet connection structure of the pile-sheet structure described in the utility model comprises a prefabricated beam 1, a pre-embedded steel casing 2, a prefabricated pipe pile 3, and a grouting filling layer 4 between the pre-embedded steel casing 2 and the prefabricated pipe pile 3. Among them, the pre-embedded steel casing is partially embedded in the prefabricated beam 1.
[0033] The transverse wet joint position of the prefabricated beam 1 is set at the 1 / 4 span position, the beam section at the pier top adopts a prefabricated structure, and a steel casing 2 is embedded at the corresponding position of the pier top when prefabricating the beam. The interior of the embedded steel casing 2 is a hollow structure before being connected to the prefabricated pipe pile 3.
[0034] The thickness of the precast beam 1 between the top of the precast beam 1 and the top of the embedded steel casing 2 shall not be less than 0.5 times the diameter of the precast pipe pile 3. The bottom edge steel bars 11 and 12 of the precast beam 1 within the range of the embedded steel casing 2 shall be bent upward and then pass through the top of the embedded steel casing 2 to form an "inverted U-shaped" continuous steel bar.
[0035] The diameter of the embedded steel casing 2 is greater than the diameter of the prefabricated pipe pile 3, and the embedded steel casing 2 includes an embedded part inside the prefabricated beam 1 and an extended part extending from the bottom of the prefabricated beam 1. The length of the embedded part of the embedded steel casing 2 is not less than 0.7 times the diameter of the prefabricated pipe pile 3.
[0036] The embedded part of the embedded steel casing 2 is provided with studs 21 and stirrups 22. The studs 21 are evenly spaced on the outer surface of the embedded steel casing 2, and the stirrups 22 are arranged in multiples from top to bottom.
[0037] A plurality of vertical steel plate shear keys 23 with holes are welded on the inner wall of the extended part of the embedded steel casing 2, and a plurality of annular through-steel bars 24 are inserted into the holes of the vertical steel plate shear keys 23, and the upper edge of the vertical steel plate shear keys 23 is higher than the bottom surface of the prefabricated beam 1. The vertical steel plate shear keys 23 are provided with a plurality of through holes from top to bottom for inserting the annular through-steel bars 24.
[0038] A bottom sealing steel plate 25 is welded to the bottom of the embedded steel casing 2 , and a rubber sealing strip 26 is provided between the bottom sealing steel plate 25 and the prefabricated pipe pile 3 .
[0039] The prefabricated pipe pile 3 is a hollow structure, and a core-filled concrete body 31 is arranged at the top of its inner cavity, and the bottom surface of the core-filled concrete body 31 is located below the bottom sealing steel plate 25. The prefabricated pipe pile 3 is provided with a shear key groove 32 within the range of the embedded steel casing 2, and the shear key groove 32 is arranged in a ring on the surface of the prefabricated pipe pile 3, and multiple grooves are arranged from top to bottom, and the shear key groove 32 is formed when the pipe pile is prefabricated.
[0040] The grouting filling layer 4 is arranged in the gap between the embedded steel casing 2 and the prefabricated pipe pile 3. The grouting filling layer 4 is cast by self-compacting non-shrinking UHPC or high-strength non-shrinking grouting material.
[0041] During the construction of the connection structure of the utility model, it is only necessary to sleeve the precast beam slab 1 on the precast pipe pile 3 through the embedded steel casing 2, and pour the grouting filling layer 4 into the gap between the embedded steel casing 2 and the precast pipe pile 3 to make the pile slab connected and consolidated. Before pouring the grouting filling layer 4, the pollutants on the surface of the precast pipe pile 3 should be cleaned, and a grouting outlet 13 is set on the top of the precast beam slab 1 to reduce the bubbles in the grouting filling layer 4 and ensure its density. In addition, during the construction of the structure, the purpose of adjusting the road surface elevation can be achieved by appropriately adjusting the sleeve length of the embedded steel pipe 2 and the precast pipe pile 3.
[0042] It should be noted that when the lower column is a steel tube concrete column, the connection method described in the utility model is also applicable. It is only necessary to replace the prefabricated pipe pile 3 with a steel tube concrete column, and replace the annular shear key groove 32 on the surface of the prefabricated pipe pile 3 with an annular welded steel bar shear key on the surface of the steel tube concrete.
[0043] It should be noted that, in the description of the present invention, terms indicating orientation or positional relationships, such as "front", "rear", "left", "right", "vertical", "horizontal", "inside", "outside", "up", "down", etc., are based on the orientation or positional relationships shown in the drawings and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.
Claims
1. A pile-sheet connection structure of a pile-sheet structure, characterized in that: The prefabricated beam slab comprises a prefabricated steel casing located inside the prefabricated beam slab and a prefabricated pipe pile. The prefabricated beam slab is sleeved on the prefabricated pipe pile through the prefabricated steel casing, and a grouting filling layer is poured into the gap between the prefabricated steel casing and the prefabricated pipe pile so that the pile slab is consolidated and connected to form a whole.
2. The pile-sheet connection structure of the pile-sheet structure according to claim 1, characterized in that: The transverse wet joint position of the prefabricated beam and slab is set at the 1 / 4 span position, the beam section at the pier top adopts a prefabricated structure, and steel casing is embedded at the corresponding position of the pier top when prefabricating the beam and slab. The interior of the embedded steel casing is a hollow structure before being connected to the prefabricated pipe piles.
3. The pile-sheet connection structure of the pile-sheet structure according to claim 2, characterized in that: The thickness of the precast beam and slab between the top of the precast beam and slab and the top of the embedded steel casing is not less than 0.5 times the diameter of the precast pipe pile. The bottom edge steel bars of the precast beam and slab within the range of the embedded steel casing are bent upward and pass through the top of the embedded steel casing to form an "inverted U-shaped" continuous steel bar.
4. The pile-sheet connection structure of the pile-sheet structure according to claim 1, characterized in that: The diameter of the embedded steel casing is larger than the diameter of the prefabricated pipe pile, and the embedded steel casing includes an embedded part inside the prefabricated beam and an extended part extending from the bottom of the prefabricated beam. The length of the embedded part of the embedded steel casing is not less than 0.7 times the diameter of the prefabricated pipe pile.
5. The pile-sheet connection structure of the pile-sheet structure according to claim 4, characterized in that: The embedded part of the embedded steel casing is provided with studs and stirrups on the outside. The studs are evenly spaced on the outer surface of the embedded steel casing, and a plurality of stirrups are arranged from top to bottom.
6. The pile-sheet connection structure of the pile-sheet structure according to claim 4, characterized in that: A plurality of vertical steel plate shear keys with holes are welded on the inner wall of the protruding part of the embedded steel casing, and a plurality of annular through-steel bars are passed through the holes of the vertical steel plate shear keys. The through-steel bars are arranged in sequence from top to bottom, and the upper edge of the vertical steel plate shear key is higher than the bottom surface of the prefabricated beam slab.
7. The pile-sheet connection structure of the pile-sheet structure according to claim 4, characterized in that: A bottom sealing steel plate is welded to the bottom of the embedded steel casing, and a rubber sealing strip is arranged between the bottom sealing steel plate and the prefabricated pipe pile.
8. The pile-sheet connection structure of the pile-sheet structure according to claim 7, characterized in that: The prefabricated pipe pile is a hollow structure, and a core-filled concrete body is arranged on the top of the inner cavity thereof, and the bottom surface of the core-filled concrete body is located below the bottom sealing steel plate.
9. The pile-sheet connection structure of the pile-sheet structure according to claim 8, characterized in that: The prefabricated pipe pile is provided with a shear key groove within the embedded steel casing, the shear key groove is arranged in a ring on the surface of the prefabricated pipe pile, and multiple grooves are arranged from top to bottom, and the shear key groove is formed when the pipe pile is prefabricated.
10. The pile-sheet connection structure of the pile-sheet structure according to claim 1, characterized in that: The grouting filling layer is formed by pouring self-compacting non-shrinkage UHPC or high-strength non-shrinkage grouting material.