Anchor plate self-drilling composite pile

Abstract

The utility model relates to the technical field of reinforcement and deviation rectification of existing buildings, in particular to an anchor plate self-drilling composite pile which comprises a pile body, a screw hole is formed in the pile body, a nozzle is installed at the position of the screw hole, and an acute-angle anti-shearing component is arranged on the outer side of the nozzle. The self-drilling pile sinking device has the advantages that the pile body provided with the spiral pile tip and the acute-angle shear-resistant component is driven by the power system to achieve self-drilling pile sinking in a rock-soil body, and a new solution is provided for existing building reinforcement under different working conditions; (2) a nozzle outside the pile body sprays high-pressure reinforcing slurry to a soil body while the pile body forms a pile in a self-drilling mode, and the effect of reducing friction between the pile body and a rock-soil body is achieved in the self-drilling sinking process of the pile body, and (3) after the reinforcing slurry is solidified, the pile body, the acute-angle shear-resistant component, the reinforcing slurry and the rock-soil body can form a composite body, and the reinforcing and deviation rectifying effects on an existing building foundation are achieved.

Description

Technical Field

[0001] The utility model relates to the technical field of reinforcement and deviation rectification of existing buildings, in particular to an anchor plate self-drilling composite pile. Background Art

[0002] For the reinforcement and deviation rectification of existing buildings, the method of anchor rod static pressure piles is generally adopted. However, in the case where the floor slab is too thin to set anchor rods or the back pressure is insufficient, it is difficult to solve the problem of supplementary piling. At the same time, the pile body structure forms of current supplementary piling are various, and there are large differences and instabilities in their service performances. Summary of the Invention

[0003] The purpose of the utility model is to provide an anchor plate self-drilling composite pile according to the deficiencies of the above-mentioned existing technologies. Through the structural design of the pile body of the composite pile, a power device enables the pile body provided with an acute-angle shear resistance member and a reversible high-pressure nozzle to self-drill in the rock and soil mass. While the pile body self-drills into the rock and soil mass, the reinforcement slurry is sprayed into the soil through the high-pressure nozzle, which can lubricate the pile body to reduce the pile sinking resistance, and finally form a composite pile in the form of the pile body, the acute-angle shear resistance member, the rock and soil mass, and the reinforcement slurry. The acute-angle shear resistance member plays a role in increasing the shear resistance area of the side friction between the pile side and the composite rock and soil mass in the composite pile body system, and improving the overall stress capacity of the composite body.

[0004] The purpose of the utility model is achieved by the following technical solutions:

[0005] An anchor plate self-drilling composite pile, characterized in that: it includes a pile body, a screw hole is opened on the pile body, a nozzle is installed at the screw hole, and an acute-angle shear resistance member is arranged outside the nozzle.

[0006] The acute-angle shear resistance member is formed by connecting an inclined plate and a horizontal plate at the tip, wherein one end of the horizontal plate is vertically connected to the outer wall surface of the pile body, and the inclined plate and the horizontal plate are arranged at an angle.

[0007] The pile body is assembled by a plurality of pile body segments, and the plurality of pile body segments are connected by a pile joint casing.

[0008] An airbag is arranged at the connection position of adjacent pile body segments.

[0009] The bottom of the pile body is connected with a screw pile tip.

[0010] A slurry conveying pipe is arranged inside the pile body.

[0011] The advantages of the utility model are:

[0012] 1) Compared with traditional anchor jacked piles, it can use the floor slab to provide anti-torsion reaction force when the floor slab cannot provide compressive reaction force. The pile body with a spiral pile tip and an acute-angle shear-resistant member is driven by a power system to realize self-drilling and sinking of the pile in the rock and soil mass, providing a new solution for the reinforcement of existing buildings under different working conditions;

[0013] 2) Through the airbag and reinforcement slurry pipeline arranged in the pile body and the nozzle arranged outside the pile body, high-pressure reinforcement slurry is sprayed into the soil while the pile body is self-drilled and formed, which plays a role in reducing the friction between the pile body and the rock and soil mass during the process of the pile body self-drilling and sinking;

[0014] 3) After the reinforcement slurry solidifies, the pile body, acute-angle shear-resistant member, reinforcement slurry, and rock and soil mass can form a composite body, which plays a role in reinforcing and rectifying the foundation of the existing building;

[0015] 4) The acute-angle shear-resistant member can provide a downward self-drilling force for the pile body on the one hand, protect the high-pressure nozzle on the other hand, and at the same time increase the shear influence area of the pile side friction resistance after forming the composite body, further improving the bearing capacity of the composite body. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 is a schematic structural diagram of an embodiment of the present utility model;

[0017] Figure 2 is a schematic structural diagram of an embodiment of the present utility model;

[0018] Figure 3 is a schematic construction structural diagram of the present utility model;

[0019] Figure 4 is a sectional view of the composite pile in the present utility model;

[0020] Figure 5 is a schematic structural diagram of the cooperation between the fixed disk and the rotating disk in the present utility model;

[0021] Figure 6 is a schematic structural diagram of the pile body in the present utility model;

[0022] Figure 7 is a schematic structural diagram of the acute-angle shear-resistant member in the present utility model;

[0023] Figure 8 is a schematic installation structural diagram of the nozzle in the present utility model. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0024] The features of the present utility model and other related features are further described in detail below through embodiments with reference to the drawings for the understanding of those skilled in the same industry:

[0025] Such as Figure 1-8As shown in the figure, the markings 1-33 in the figure respectively represent: the embedded groove 1, the embedded plate 2, the horizontal steel plate 3, the vertical steel plate 4, the pile hole 5, the pile body 6, the power device card slot 7, the shear bolt 8, the splint 9, the cover plate 10, the lifting device 11, the power device 12, the transmission pile cap 13, the shear lock pin 14, the high-pressure rotary joint 15, the rubber sealing ring 16, the ball 17, the fixed disk 18, the rotating disk 19, the slurry inlet 20, the slurry outlet 21, the slurry delivery pipe 22, the pile splicing sleeve 23, the screw pile tip 24, the airbag 25, the nozzle 26, the check diaphragm 27, the nozzle thread 28, the pile body screw hole 29, the acute-angle shear member 30, the inclined plate 31, the horizontal plate 32, the welding (adhesive) joint 33.

[0026] Example: As Figures 1 to 8 shown, in this embodiment, the anchor plate self-drilling composite pile includes the following application methods:

[0027] 1) Installation of the power system and the reaction force conduction system:

[0028] An embedded groove 1 is opened around the pile hole 5 in the floor slab with the center of the pile hole as the center and outside a range of 100 mm from the outside of the pile hole 5. The width and depth of the embedded groove are calculated and opened according to the requirements of pile sinking. The form of the embedded groove 1 can be Figure 1 the annular shape shown in Figure 2 or the strip shape shown in

[0029] Put the embedded plate 2 into the embedded groove 1, reliably connect the embedded plate 2 with the steel bars of the original floor slab (by welding or bonding), and use fine aggregate concrete or grout to pour and solidify the gap. The upper end of the embedded plate 2 should be not less than 50 mm higher than the floor surface of the building, and installation holes for the shear bolts 8 should be reserved on the exposed part.

[0030] Installation holes for shear bolts 8 are reserved at the upper and lower ends of the vertical steel plate 3 respectively. Align the upper and lower parts of the vertical steel plate 4 and the embedded plate 2. Use two clamping plates 9 with a thickness of not less than 10 mm and a height of not less than 100 mm to clamp the inner and outer sides of the vertical steel plate 4 and the embedded plate 2 respectively. Pass the shear bolts 8 through the reserved bolt holes on the vertical steel plate 4, the embedded plate 2 and the clamping plates 9, and connect them into one body by tightening the bolts. The two vertical steel plates 4 are symmetrically arranged according to the pile holes 5, and their upper ends are connected into one body by the cover plate 10 and the shear bolts 8 to form an integral structure. A lifting device 11 is arranged on the cover plate 10 to facilitate the lifting of components such as the pile body 6, the power device 12, and the horizontal steel plate 3.

[0031] 2) Processing of the pile body system:

[0032] An acute-angle shear member 30 is arranged outside the pile body 6. The pile body 6 can be made of metal, reinforced concrete, plastic, fiberglass or other materials. The acute-angle shear member 30 can be made of metal or plastic, and the connection method between the two can be welding or bonding.

[0033] As Figure 7 shown, the acute-angle shear member 30 is formed by welding or bonding an inclined plate 31 and a horizontal plate 32 at the tip, and the included angle is usually between 10° and 80°. A screw hole with a diameter of 10 - 20 mm is opened on the pile body 6, which has a pile body thread 29. A nozzle 26 with a check function (provided by a check diaphragm 27) is fixed on the outside of the pile body 6 through the cooperation between the nozzle thread 28 set on it and the pile body thread 29. The acute-angle shear member 30 is arranged at the nozzle 26 to protect the nozzle 26. The pile tip is integrally welded with the pile body 6 by a screw pile tip 24.

[0034] In this embodiment, the acute-angle shear member 30 has three functions: including: 1) The inclined plane of the acute-angle shear member 30 (provided by the inclined plate 31) can provide a vertical downward pile sinking force while the pile body 6 rotates horizontally, realizing self-drilling pile formation; 2) The horizontal plane of the acute-angle shear member 30 (provided by the horizontal plate 32) can increase the anti-shear area between the side of the pile body and the reinforced slurry geotechnical composite, improving the bearing capacity of the composite; 3) The acute-angle shear member 30 is arranged around the reinforced slurry nozzle to protect the nozzle 26 during the pile sinking process, preventing hard blocks in the geotechnical body from damaging the nozzle 26.

[0035] In this embodiment, the pile body 6 adopts a prefabricated splicing structure, and the specific connection is welded or bonded by a pile connection casing 23.

[0036] 3) Jet grouting pile formation:

[0037] Place the first pile body segment with the welded spiral pile tip 24 into the pile hole 5. Install the driving pile cap 13 at the upper end of the pile body, firmly connect the power device 12 to the driving pile cap 13, and start the power device 12 to sink the first pile body segment in place. Use the lifting device 11 to lift the transverse steel plate 3, the power device 12, and the driving pile cap 13, lift the second pile body segment, and complete the pile connection by welding it with the first pile body segment through the pile connection sleeve 23. Place the airbag 25 at the connection part between the newly connected pile segment and the lower pile segment, inflate and expand it to seal the lower pile body segment, and then threadedly connect the slurry outlet 21 of the high-pressure rotary joint 15 to the upper end of the slurry delivery pipe 22 to form a closed grouting system. Then lower the transverse steel plate 3, the power device 12, and the driving pile cap 13 and fix them to the pile body 6. Open the high-pressure slurry delivery pipe, input high-pressure reinforcement slurry into the pile body 6 below the airbag 25 through the high-pressure rotary joint 15, and at the same time start the power device 12 to drive the pile body 6 to rotate to achieve self-drilling and sinking with slurry spraying.

[0038] In this embodiment, as Figure 5 shown, when the slurry delivery pipe 22 is extended, a rubber sealing ring 16, a ball 17, a fixed disk 18, and a rotating disk 19 are provided at the joint position. The rotating disk 19 is located on the lower slurry delivery pipe segment, and the fixed disk 18 is located on the upper slurry delivery pipe segment. The two are connected in a matching manner through the ball 17 to ensure rotational transmission. A rubber sealing ring 16 for sealing is provided at a position adjacent to the slurry delivery pipe segment.

[0039] 4) Repeat the above operations until the designed pile length is completed, then remove the entire reaction force system, transfer it to the next pile position, and continue the above operations.

[0040] 5) After the reinforcement slurry solidifies and the curing is completed, the pile body 6, the acute-angle shear-resistant member 30, the reinforcement slurry, and the rock and soil body form a composite body to achieve the foundation reinforcement and deviation correction of the existing building.

[0041] Although the above embodiments have detailed the concept and embodiments of the purpose of the present invention with reference to the drawings, those of ordinary skill in the art can recognize that various improvements and transformations can still be made to the present invention without departing from the scope defined by the claims, so they will not be elaborated here one by one.

Claims

1. A self-drilling composite pile with an anchor plate, characterized in that: It includes a pile body, screw holes are formed in the pile body, nozzles are installed at the screw holes, and acute-angle shear-resistant members are arranged outside the nozzles; the pile body is assembled by a plurality of pile body segments, and the plurality of pile body segments are connected by a pile splicing casing; an airbag is arranged at the connection position of adjacent pile body segments; a screw pile tip is connected to the bottom of the pile body; and a slurry conveying pipe is arranged inside the pile body.

2. The self-drilling composite pile with anchor plate according to claim 1, characterized in that: The acute-angle shear-resistant member is formed by connecting an inclined plate and a horizontal plate at the tip, wherein one end of the horizontal plate is vertically connected to the outer wall surface of the pile body, and the inclined plate and the horizontal plate are arranged at an angle.

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