Pipe pile and pile cap connecting node structure

Abstract

The utility model discloses a kind of pipe pile and bearing platform connecting node structure, solve the technical problem that pile body and bearing platform cannot form effective connection in existing construction technology. Bottom formwork and reinforcement cage I are arranged in the pile head of pipe pile, reinforcement cage I extends to the bearing platform above pile head upwards, the external planting bar of pipe pile top is connected by mechanical sleeve, the external planting bar is turned outwards and embedded in bearing platform, annular groove is formed on the outside of pipe pile pile head, rubber pad is arranged in the annular groove, the rubber pad is bonded on the outside of pile head, and continuous reinforcement cage II is arranged in annular groove and bearing platform above pile head. The utility model is poured by setting expansion concrete secondary pouring body in the inside of pile head, setting four pad on the outside of pile head, and pouring outside concrete to form external semi-rigid support, effectively improve the connecting performance between pile head and bearing platform.

Description

Technical Field

[0001] This utility model relates to the field of bridge abutment construction technology. Background Technology

[0002] The pipe pile body is a precast reinforced concrete structure that can be driven into dense sand layers and strongly weathered rock layers. As the pipe pile is driven, it is accompanied by the squeezing effect on the soil and rock, so the bearing capacity of the pile end can be increased by 70% to 80% compared with the original soil, and the pile side friction resistance can be increased by 20% to 40%.

[0003] In construction where pipe piles are used as the foundation, the connection between the pile cap and the pipe pile is traditionally constructed by directly binding the top of the pile cap to form a steel cage, and then pouring and curing concrete to form the pile cap, thus completing the connection between the pile head and the pile cap.

[0004] For example, CN114108676A discloses a connection technology in which an impact head is slidably provided at the bottom of the steel pipe pile, the impact head being used to hammer into the soft soil layer, and a pile cap, the pile cap being cast from the top of the steel pipe, the bottom of the pile cap being formed on the surface of the soft soil layer. A drawback of this technology is that the contact area between the steel pipe and the pile cap is small, resulting in a less than tight bond between the two. Utility Model Content

[0005] To address the shortcomings of existing technologies, this utility model provides a connection node structure between pipe piles and pile caps, solving the technical problem that an effective connection cannot be formed between the pile body and the pile cap in existing construction techniques.

[0006] The technical solution adopted by this utility model to solve its technical problem is as follows: A connection structure for a pipe pile and a pile cap includes a pipe pile inserted into the soil layer. The pipe pile is characterized by having a bottom formwork and a reinforcing cage I inside its pile head. The bottom formwork is located at the bottom of the reinforcing cage I, which extends upwards into the pile cap above the pile head. External reinforcing bars are connected to the top of the pipe pile via a mechanical sleeve. These external reinforcing bars are turned outwards and embedded in the pile cap. An annular groove is located on the outer side of the pipe pile head, and a rubber pad is placed inside the groove and adhered to the outer side of the pile head. A continuous reinforcing cage II is provided in the annular groove and the pile cap above the pile head. The filling material inside the pipe pile head is micro-expansion fine aggregate concrete; the filling material in the pile cap and the annular groove is ordinary concrete.

[0007] The specifications of the annular groove are: 0.5 meters wide and 2 meters deep.

[0008] The bottom template is made of wood and is fixed inside the pile head by anchoring.

[0009] The bottom template is at least 2 meters deep from the top of the pile head.

[0010] The micro-expansion fine aggregate concrete is C40 micro-expansion fine aggregate concrete.

[0011] The external reinforcing bar has an L-shaped bend.

[0012] The rubber pads are evenly distributed in the four cardinal directions (east, west, south, and north) of the pile head.

[0013] The rubber pad is an arc-shaped pad.

[0014] There are lap joints between the steel cage I, steel cage II and the external reinforcing bars, and the lap joints are welded connections.

[0015] The beneficial effects of this utility model are: This invention improves the connection between the pile head and the pile cap by setting an expansion concrete secondary casting body inside the pile head, setting four pads on the outside of the pile head, and pouring concrete on the outside to form an external semi-rigid support. It also protects the pile head and allows the pile head to have a small eccentric load capacity, which is of positive significance for improving the bearing capacity and seismic isolation capacity of the pile cap. Attached Figure Description

[0016] Figure 1 An elevation view constructed for this connection node.

[0017] Figure 2 A plan view constructed for this connection node.

[0018] In the picture: 100 pipe piles, 110 bottom formwork, 120 reinforcing cage I, 130 micro-expansion fine aggregate concrete. 200 annular groove, 210 rubber pad, 220 foundation raft slab. 300 mechanical sleeve, 310 external rebar installation, 320 rebar cage II. Detailed Implementation

[0019] This implementation is combined with the instruction manual attached. Figure 1 Appendix Figure 2 Taking the construction process as an example, the construction of the connection node between the pipe pile and the pile cap is described in detail.

[0020] First, a special pile driver is used to drive 100 concrete pipe piles into the foundation. During the pile driving process, the verticality, elevation and other indicators of the pipe piles are controlled.

[0021] The second step involves cleaning the laitance from the inner wall of the 100 pipe piles and applying a pure cement slurry with a strength grade of not less than 42.5. A bottom formwork (110) is then constructed at a depth of 4 meters from the top of the pile. This bottom formwork can be fixed internally using mechanical anchoring methods such as studs. Next, reinforcing bars or a steel cage (I120) are inserted into the internal area of ​​the pile head. The length of the reinforcing bars or steel cage (I120) extends above the pile head, leaving sufficient slack for connection to the pile cap.

[0022] The third step is to fill and pour 130g of C40 micro-expansion fine stone concrete into the pile head, with the pouring height level with the top of the pile. Curing is then carried out until hardened, and the strength grade after curing is greater than that of the pile cap.

[0023] The fourth step is to create an annular groove 200 with a width of 0.5 meters and a depth of 2 meters outside the pile head of the pipe pile 100, and to preliminarily harden it with plain concrete to form a foundation raft slab 220. This annular groove is used for the secondary concrete pouring. Before pouring, an arc-shaped rubber pad 210 is used to reinforce the outside of the pile head. Specifically, a special adhesive is used to bond the rubber pad 210 to the outside of the pile head.

[0024] Step 5: Connect the mechanical sleeve 300. Specifically, thread the end of the inserted rebar and mechanically connect it to the mechanical sleeve 300 at the top of the pipe pile. After connection, an external rebar 310 is formed. The external rebar is L-shaped and outwardly turned. It is tied to the rebar cage II 320 in the area to be poured within the area covering the foundation. If there is an overlap between the rebar cage I, rebar cage II and the external rebar, welding can be performed at the overlap to form a whole, improve the mechanical effect of the reinforced concrete, and form the area to be poured in the foundation.

[0025] Step six: Construct formwork support and secondary concrete pouring for the foundation area. Ordinary concrete can be used for this part. During the pouring process, take appropriate cooling and spraying measures. The pouring height should be level with the foundation. Curing should continue until hardened.

[0026] The above steps yield a pipe pile and pile cap connection structure, which includes a pipe pile inserted into the soil layer. The pipe pile is a precast reinforced concrete pipe pile. A bottom formwork and a reinforcing cage I are installed inside the pile head. The bottom formwork is located at the bottom of the reinforcing cage I, which extends upwards into the pile cap above the pile head. The top of the pipe pile is connected to external reinforcing bars via a mechanical sleeve. The external reinforcing bars are turned outwards and embedded in the pile cap. An annular groove is located on the outside of the pipe pile head, and a rubber pad is installed inside the annular groove. The rubber pad is adhered to the outside of the pile head. A continuous reinforcing cage II is installed in the annular groove and the pile cap above the pile head. The filling material inside the pipe pile head is micro-expansion fine aggregate concrete. The filling material in the pile cap and the annular groove is ordinary concrete.

[0027] This technology involves filling the pile head with C40 micro-expansion fine aggregate concrete from the top down within a range of two to five meters to create effective internal expansion stress. Furthermore, it involves pre-embedding reinforcing steel bars at the top of the pile head using a pre-installed mechanical connection sleeve within the precast pipe pile structure. This allows for an effective connection between the pile head and the pile cap in the direction of gravity after the secondary concrete pouring of the foundation. This connection structure also enhances the structural strength. Simultaneously, an annular trench is excavated on the outer side of the pile head. This trench is used for secondary concrete pouring, reinforcing the pile head from the outside. Flexible rubber pads are fitted onto the pile head, positioned in the four cardinal directions (north, south, east, and west) to form four effective semi-rigid supports. These four rubber pads provide elastic support (horizontally) to the pile head from four directions, offering seismic resistance to horizontal movement between the foundation and the pile cap, such as during earthquakes. This is significant in reducing the damage caused by seismic intensity between the pile and the pile cap.

[0028] The embodiments described above are merely preferred embodiments of the present utility model and are not intended to limit the scope of the present utility model. Without departing from the spirit of the present utility model, all modifications and improvements to the present utility model by those skilled in the art should fall within the protection scope defined by the claims of the present utility model.

Claims

1. A connection node structure between a pipe pile and a pile cap, comprising a pipe pile inserted into the soil layer, characterized in that, The pipe pile has a bottom formwork and a reinforcing cage I inside the pile head. The bottom formwork is located at the bottom of the reinforcing cage I, which extends upwards into the pile cap above the pile head. The top of the pipe pile is connected to external reinforcing bars via a mechanical sleeve. These external reinforcing bars are turned outwards and embedded in the pile cap. There is an annular groove on the outside of the pipe pile head, and a rubber pad is placed inside the annular groove. The rubber pad is adhered to the outside of the pile head. A continuous reinforcing cage II is set in the annular groove and the pile cap above the pile head. The filling material inside the pipe pile head is micro-expansion fine aggregate concrete. The filling material in the pile cap and the annular groove is ordinary concrete.

2. A tubular pile and pile cap connection node construction according to claim 1, wherein, The specifications of the annular groove are: 0.5 meters wide and 2 meters deep.

3. A tubular pile and pile cap joint node construction according to claim 1, wherein, The bottom template is made of wood and is fixed inside the pile head by anchoring.

4. A tubular pile to pile cap joint formation according to claim 3, wherein, The bottom template is at least 2 meters deep from the top of the pile head.

5. A tubular pile to pile cap joint formation according to claim 1, wherein, The micro-expansion fine aggregate concrete is C40 micro-expansion fine aggregate concrete.

6. The connection node structure between a pipe pile and a pile cap according to claim 1, characterized in that, The external reinforcing bar has an L-shaped bend.

7. The connection node structure between a pipe pile and a pile cap according to claim 1, characterized in that, The rubber pads are evenly distributed in the four cardinal directions (east, west, south, and north) of the pile head.

8. A tubular pile to pile cap connection node construction according to claim 7, characterised in that, The rubber pad is an arc-shaped pad.

9. The connection node structure between a pipe pile and a pile cap according to claim 1, characterized in that, There are lap joints between the steel cage I, steel cage II and the external reinforcing bars, and the lap joints are welded connections.

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