Bite pile concrete anti-channeling device in soil-rock composite stratum and construction method thereof

Abstract

The application discloses a kind of soil rock composite stratum in bite pile concrete anti-channeling device and its construction method, including vertically arranged and oppositely arranged two cofferdam arc plates and two connecting arc plates, and the opposite sides of two cofferdam arc plates in arc direction are respectively connected with a connecting arc plate, and the upper portions of two cofferdam arc plates and two connecting arc plates form an inner casing, the outer diameter of the inner casing is adapted to the inner diameter of the pile hole of the meat pile of bite pile, and the inner casing rests on rock stratum, and the lower portions of two cofferdam arc plates are respectively inserted into the rock-entering pile sections of two adjacent hollow piles, and the inner arc surface of each cofferdam arc plate is isolated from the sidewall of the rock-entering pile section of the hollow pile by a groove.The application solves the problem that bite pile using soft bite technology appears "channeling flow" or "pipe heaving" at the bottom of rock-entering pile section, which seriously affects the quality of pile forming.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a concrete anti-flow device for interlocking piles in soil-rock composite strata and its construction method. Background Technology

[0002] Interlocking piles are a common type of foundation pit retaining structure. In actual construction, different construction techniques, such as soft interlocking and hard interlocking, are used depending on the geological conditions. In the soft interlocking technique, ultra-slow-setting concrete is used for the plain piles. Before the plain pile concrete reaches its final set, a secondary pile is constructed using a combination of hydraulic steel pipe sleeves and rotary drilling, thus forming the interlocking pile. During secondary pile construction, the plain pile concrete flows to the bottom of the secondary pile under pressure differential, affecting the pile quality. The steel sleeve forms pre-support during rotary drilling. However, drilling the steel sleeve into the rock-entry section is extremely difficult, making it impossible to support the still-flowing plain pile concrete. This leads to "hole-entry flow" or "piping" phenomena at the bottom of the rock-entry section, severely impacting the pile quality.

[0003] The information disclosed in this background section is intended only to enhance the understanding of the overall background of the invention and should not be construed as an admission or in any way implying that the information constitutes prior art known to those skilled in the art. Summary of the Invention

[0004] To overcome the shortcomings of existing technologies, a concrete anti-flow device and its construction method for interlocking piles in soil-rock composite strata are provided to solve the problem of "flowing through holes" or "piping" at the bottom of the rock-entry pile section when using soft interlocking technology, which seriously affects the quality of pile formation.

[0005] To achieve the above objectives, a concrete anti-channeling device for interlocking piles in soil-rock composite strata is provided, comprising two vertically arranged and oppositely arranged cofferdam arc plates and two connecting arc plates. A connecting arc plate is connected between the opposite sides of the two cofferdam arc plates in the arc direction. The upper parts of the two connecting arc plates and the two cofferdam arc plates enclose each other to form an inner casing. The outer diameter of the inner casing is adapted to the inner diameter of the pile hole of the interlocking pile. The inner casing rests on the rock stratum. The lower parts of the two cofferdam arc plates are respectively inserted into the rock-penetrating pile sections of two adjacent plain piles. An isolation groove is formed between the inner arc surface of each cofferdam arc plate and the side wall of the rock-penetrating pile section of the plain pile.

[0006] Furthermore, the cofferdam arc plate includes multiple unit plates, each unit plate being arc-shaped and having two adjacent ends opposite each other along its length. One adjacent end has an insert, and the other adjacent end has a socket notch. The insert is detachably inserted into the socket notch of the adjacent unit plate.

[0007] Furthermore, the insert has a first through hole, and the side wall of the socket notch has a second through hole, with the first through hole connected to the second through hole by bolts.

[0008] Furthermore, tenons are formed on opposite sides of the cofferdam arc plate, and tenon grooves are formed on the end faces of opposite ends of the connecting arc plate, with the tenons being detachably inserted into the tenon grooves.

[0009] Furthermore, the tenon groove is a dovetail groove, and the shape of the tenon is adapted to the tenon groove.

[0010] Furthermore, the curvature of the cofferdam arc plate and the curvature of the connecting arc plate are respectively adapted to the curvature of the circumference of the pile.

[0011] Furthermore, the bottom of the cofferdam arc plate is formed with a cutting edge.

[0012] This invention provides a construction method for an anti-flow device for interlocking pile concrete in soil-rock composite strata, comprising the following steps:

[0013] Multiple plain piles were installed at construction intervals;

[0014] A soil segment of a non-substrate pile is formed by drilling into the soft soil layer between two adjacent substrate piles, and the soil segment of the non-substrate pile is interlocked with the soil segment of the two adjacent substrate piles.

[0015] The concrete anti-channeling device for interlocking piles in soil-rock composite strata is lowered to the bottom of the soil pile section of the solid pile. The inner casing of the concrete anti-channeling device for interlocking piles in soil-rock composite strata is placed on the bottom of the soil pile section of the solid pile. The lower ends of the two cofferdam arc plates of the concrete anti-channeling device for interlocking piles in soil-rock composite strata are respectively inserted into the rock pile sections of two adjacent solid piles, so that there is an isolation groove between the inner arc surface of each cofferdam arc plate and the side wall of the rock pile section of the solid pile.

[0016] The drilling continues downward into the rock stratum within the inner casing, and a rock-entry section of the solid pile is formed between the lower parts of the two cofferdam arc plates. The rock-entry section of the solid pile engages with the rock-entry section of the plain pile. The lower end of the cofferdam arc plate is isolated between the rock-entry section of the solid pile and the rock-entry section of the plain pile.

[0017] The beneficial effect of this invention is that, by using the anti-flow device for interlocking pile concrete in soil-rock composite strata, drilling can continue into the rock strata to form the rock-entry section of the solid pile. Because the rock-entry section of the solid pile is separated by a cofferdam arc plate, while the soil pile section is separated by an inner casing, the concrete of the solid pile will not mix into the rock-entry section of the solid pile, thereby improving the quality of pile formation. Attached Figure Description

[0018] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings:

[0019] Figure 1 This is a schematic diagram of the anti-channeling device for interlocking pile concrete in soil-rock composite strata according to an embodiment of the present invention.

[0020] Figure 2 This is a schematic diagram of the lower part of the anti-channeling device for interlocking pile concrete in soil-rock composite strata according to an embodiment of the present invention.

[0021] Figure 3 This is a schematic diagram of the structure of the cofferdam arc plate according to an embodiment of the present invention.

[0022] Figure 4 This is a schematic diagram of the tenon structure according to an embodiment of the present invention.

[0023] Figure 5 This is a schematic diagram illustrating the usage status of the anti-channeling device for interlocking pile concrete in soil-rock composite strata according to an embodiment of the present invention.

[0024] Figures 6 to 8 This is a schematic diagram illustrating the construction steps of the anti-channeling device for interlocking pile concrete in soil-rock composite strata according to an embodiment of the present invention. Detailed Implementation

[0025] The present application will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings.

[0026] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. This application will now be described in detail with reference to the accompanying drawings and embodiments.

[0027] Reference Figures 1 to 8 As shown, the present invention provides a concrete anti-channeling device for interlocking piles in soil-rock composite strata, including a cofferdam arc plate 1 and a connecting arc plate 2.

[0028] The cofferdam arc plate 1 is set vertically. The two cofferdam arc plates 1 are set opposite each other, specifically the inner arc surfaces of the two cofferdam arc plates.

[0029] Two connecting arc plates 2 are arranged opposite each other. A connecting arc plate 2 is connected between the opposite sides of the two cofferdam arc plates 1 in the arc direction. The two connecting arc plates 2 and the upper parts of the two cofferdam arc plates 1 enclose each other to form an inner casing. The outer diameter of the inner casing is adapted to the inner diameter of the pile hole of the interlocking pile. The inner casing rests on the rock stratum. The lower parts of the two cofferdam arc plates 1 are respectively inserted into the rock-penetrating pile sections of two adjacent plain piles. An isolation groove exists between the inner arc surface of each cofferdam arc plate 1 and the side wall of the rock-penetrating pile section of the plain pile.

[0030] In this embodiment, interlocking piles are installed in a composite stratum of soft soil layer 3 and rock layer 4. The interlocking piles include interlocking plain piles and interlocking piles. The plain piles and interlocking piles each include a soil pile segment and a rock-penetrating pile segment connected to the soil pile segment. The soil pile segment is positioned above the soil pile segment.

[0031] In the drilling of the soil section of the solid pile, a steel casing is used to descend to the rock stratum. Then, the concrete anti-flow device for interlocking piles in the soil-rock composite strata of this invention is used to continue drilling into the rock stratum to form the rock-entry section of the solid pile. Because the rock-entry section of the plain pile is separated by a cofferdam arc plate, while the soil section is separated by an inner casing, the concrete of the plain pile will not mix into the rock-entry section of the solid pile, thereby improving the quality of pile formation.

[0032] See Figure 1 and Figure 3 As shown, the cofferdam arc plate 1 includes multiple unit plates 10. Each unit plate 10 is arc-shaped. Each unit plate 10 has two adjacent ends facing each other along its length. One adjacent end has an insert. The other adjacent end has a socket notch. The insert is detachably inserted into the socket notch of the adjacent unit plate 10.

[0033] Continue reading Figure 3 As shown, the insert has a first through hole. The side wall of the socket notch has a second through hole. The first through hole is connected to the second through hole by a bolt.

[0034] See Figure 2 and Figure 4 As shown, tenons 11 are formed on opposite sides of the cofferdam arch plate 1. Receptacle grooves are formed on the end faces of the opposite ends of the connecting arch plate 2. The tenons 11 are detachably inserted into the receptacle grooves.

[0035] As a preferred embodiment, the tenon groove is a dovetail groove, and the shape of the tenon 11 is adapted to the tenon groove.

[0036] See Figure 8 As shown, the curvature of the cofferdam arc plate 1 and the curvature of the connecting arc plate 2 are respectively adapted to the curvature of the circumference of the pile.

[0037] See Figure 2 As shown, a cutting edge 12 is formed at the bottom of the cofferdam arc plate 1.

[0038] This invention provides a construction method for an anti-flow device for interlocking pile concrete in soil-rock composite strata, comprising the following steps:

[0039] S1, see reference Figure 6 Multiple plain piles were installed at construction intervals.

[0040] S2, see further. Figure 6 The steel casing 2 is lowered to the rock stratum and drilled into the soft soil layer 3 between two adjacent plain piles to form a soil pile segment 61 of the solid pile. The soil pile segment of the solid pile is engaged with the soil pile segment 51 of the two adjacent plain piles.

[0041] S3, see reference Figure 7 The concrete anti-flow device for interlocking piles in soil-rock composite strata is lowered to the bottom of the soil pile section of the solid pile. The inner casing of the concrete anti-flow device for interlocking piles in soil-rock composite strata is placed on the bottom of the soil pile section of the solid pile. The lower ends of the two cofferdam arc plates 1 of the concrete anti-flow device for interlocking piles in soil-rock composite strata are respectively inserted into the rock-entry pile sections 52 of the two adjacent solid piles, so that there is an isolation groove between the inner arc surface of each cofferdam arc plate 1 and the side wall of the rock-entry pile section of the solid pile.

[0042] S4, see reference Figure 8 The drilling continues downward into the rock layer 5 within the inner casing, and drills between the lower parts of the two cofferdam arc plates 1 to form the rock-entry pile section 62 of the solid pile. The rock-entry pile section of the solid pile engages with the rock-entry pile section of the plain pile. The lower end of the cofferdam arc plate 1 is isolated between the rock-entry pile section of the solid pile and the rock-entry pile section of the plain pile.

[0043] After the isolation trench is formed, the drill bit continues to drill downwards into the rock strata within the inner casing, thereby creating two adjacent isolation trenches between the rock-entry sections of two plain piles to form the rock-entry sections of the solid piles. Because the rock-entry sections of the plain piles are separated by cofferdam arch plates, which form the support structure for the rock-entry sections of the solid piles, while the soil pile sections are separated by the inner casing, the concrete of the plain piles will not mix into the rock-entry sections of the solid piles, thus improving the quality of the pile formation.

[0044] In this embodiment, the construction of the soil pile segment of the soil pile includes:

[0045] (1) Before the drilling rig is in place, the surveyor checks the deviation of the casing to guide the placement of the drilling rig.

[0046] (2) Drilling Rig Positioning. After the guide wall has passed inspection, position the drilling rig, ensuring the drill bit center aligns with the center of the guide wall hole. Adjust the casing verticality; the deviation of the first section should not exceed 2‰. The drilling rig base should be firmly supported. Use a spirit level to adjust the rig base horizontally until the drilling frame is perpendicular to the ground, and the four centers of the overhead crane wheels, return drill plate, drill bit, and pile position are aligned on the same vertical line. After the drilling rig is positioned, the shift foreman measures the rig height and reports it to the construction supervisor or quality inspector for verification.

[0047] (3) Use a rotary drilling rig to lower the steel casing 2 into the soil. Select a suitable drill bit and drill. Stop drilling and remove the drill bit when the drilling depth exceeds the depth of the steel casing by 2-3m. Move the second casing section onto the first casing section and install it. Use the rotary drilling rig to lower the second casing section. Repeat this process until the designed depth is reached. If rock is encountered, lower the casing to the interface between the soil and the rock, change to a suitable drill bit, and drill into the rock to the designed depth.

[0048] (4) Soil extraction and hole drilling. Drive the first section of casing into the ground to a depth of about 1.5 to 2 m. Then, use a cutting-tooth drill to extract soil from inside the casing. While extracting soil, continue to drive the casing down, always keeping the bottom of the casing at least 2.5 m ahead of the excavation face. After the first section of casing is driven into the ground (leaving 1.2 to 1.5 m above the ground for easy connection), check the verticality. If it is not up to standard, correct it. If it is up to standard, install the second section of casing and continue driving down to extract soil. Repeat this process until the soil-rock interface is reached.

[0049] In this embodiment, the construction of the rock-penetrating pile segment of the raw pile includes:

[0050] (1) The left and right cofferdam arc plates are connected to form an inner casing by connecting arc plates. The upper and lower unit plates of the cofferdam arc plate are spliced ​​and fixed by bolts. The length of the cofferdam arc plate is greater than the depth of the rock pile section of the pile.

[0051] (2) The inner casing is hoisted into the pile hole of the soil pile section by a truck crane. The center line of the left and right cofferdam arc plates is aligned with the direction of the pile arrangement, so that the cofferdam arc plates can cut the plain pile along the interface between the plain and earth piles, and the inner casing is lowered to the rock surface.

[0052] (3) Press down the inner casing with a rotary drilling rig, cut the plain pile with the left and right cofferdam arc plates, press down to a certain depth, and then press down the cofferdam arc plates to the design elevation.

[0053] (4) Soil extraction and hole formation. A rotary drilling rig is used to drill holes for soil extraction. A drill bit of appropriate size is used for the operation. Drill to the design elevation to complete the hole formation.

[0054] After the use of the anti-flow device for interlocking pile concrete in soil-rock composite strata of the present invention is completed, the cofferdam ring is lifted out of the pile hole by steel wire rope.

[0055] The above description is merely a preferred embodiment of this application and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention involved in this application is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above features with (but not limited to) technical features with similar functions disclosed in this application.

Claims

1. A device for preventing concrete flow through interlocking piles in soil-rock composite strata, characterized in that, The system includes two vertically arranged and oppositely arranged cofferdam arc plates and two connecting arc plates. A connecting arc plate is connected between the opposite sides of the two cofferdam arc plates in the arc direction. The two connecting arc plates and the upper part of the two cofferdam arc plates enclose each other to form an inner casing. The outer diameter of the inner casing is adapted to the inner diameter of the pile hole of the interlocking pile. The inner casing rests on the rock stratum. The lower parts of the two cofferdam arc plates are respectively inserted into the rock-entry pile sections of two adjacent plain piles. An isolation groove is formed between the inner arc surface of each cofferdam arc plate and the side wall of the rock-entry pile section of the plain pile.

2. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 1, characterized in that, The cofferdam arc plate includes multiple unit plates, each unit plate being arc-shaped. Each unit plate has two adjacent ends facing each other along its length. One adjacent end has an insert, and the other adjacent end has a socket notch. The insert is detachably inserted into the socket notch of the adjacent unit plate.

3. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 2, characterized in that, The insert has a first through hole, and the side wall of the socket notch has a second through hole. The first through hole is connected to the second through hole by a bolt.

4. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 1, characterized in that, The cofferdam arc plate has tenons formed on its opposite sides, and the end faces of the opposite ends of the connecting arc plate have tenon grooves. The tenons are detachably inserted into the tenon grooves.

5. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 4, characterized in that, The tenon groove is a dovetail groove, and the shape of the tenon is adapted to the tenon groove.

6. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 1, characterized in that, The curvature of the cofferdam arc plate and the curvature of the connecting arc plate are respectively adapted to the curvature of the circumference of the pile.

7. The anti-channeling device for interlocking pile concrete in composite soil-rock strata according to claim 1, characterized in that, The bottom of the cofferdam arc plate has a cutting edge.

8. A construction method for a concrete anti-channeling device for interlocking piles in soil-rock composite strata as described in any one of claims 1 to 7, characterized in that, Includes the following steps: Multiple plain piles were installed at construction intervals; A soil segment for forming a solid pile is drilled in the soft soil layer between two adjacent solid piles, and the soil segment of the solid pile is engaged with the soil segment of the two adjacent solid piles. The concrete anti-channeling device for interlocking piles in soil-rock composite strata is lowered to the bottom of the soil pile section of the solid pile. The inner casing of the concrete anti-channeling device for interlocking piles in soil-rock composite strata is placed on the bottom of the soil pile section of the solid pile. The lower ends of the two cofferdam arc plates of the concrete anti-channeling device for interlocking piles in soil-rock composite strata are respectively inserted into the rock pile sections of two adjacent solid piles, so that an isolation groove is formed between the inner arc surface of each cofferdam arc plate and the side wall of the rock pile section of the solid pile. The drilling continues downward into the rock stratum within the inner casing, and a rock-entry section of the solid pile is formed between the lower parts of the two cofferdam arc plates. The rock-entry section of the solid pile engages with the rock-entry section of the plain pile. The lower end of the cofferdam arc plate is isolated between the rock-entry section of the solid pile and the rock-entry section of the plain pile.

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