CN111576419A

CN111576419A - Pile head breaking method

Info

Publication number: CN111576419A
Application number: CN202010388498.9A
Authority: CN
Inventors: 姚伟兴; 倪光乐; 倪光寿; 段晨辉; 卢再芳; 吴永标
Original assignee: Guangzhou Taiji Engineering Technology Co ltd
Current assignee: Guangzhou Taiji Engineering Technology Co ltd
Priority date: 2020-05-09
Filing date: 2020-05-09
Publication date: 2020-08-25

Abstract

The invention discloses a pile head breaking method, which comprises the following steps: s1, manufacturing a reinforcement cage, marking a pile top elevation line, wherein the reinforcement cage comprises a main reinforcement, wrapping the part of the main reinforcement above the pile top elevation line by using an isolation sleeve, fixing at least one embedded pipe at the pile top elevation line of the reinforcement cage, and horizontally placing the embedded pipe; s2, installing a reinforcement cage and pouring concrete to form a cast-in-place pile, wherein the cast-in-place pile comprises a cast-in-place pile body part located below the mark height line of the pile top and a pile head located above the mark height line of the pile top; s3, excavating earthwork, finding an embedded pipe at a pile top elevation line, putting a splitting rod into the embedded pipe, jacking and breaking a pile head by using the splitting rod, and separating the cast-in-place pile from the pile head; and S4, hoisting the pile head by using a crane to complete breaking. The invention can avoid the damage to the main rib when the pile head is broken, can directly lift the rotary head out, reduces the impact on the main part of the cast-in-place pile, has quick breaking process and reduces the construction cost.

Description

Pile head breaking method

Technical Field

The invention relates to the technical field of building construction, in particular to a pile head breaking method.

Background

In the process of implementing the invention, the inventor finds that at least the following problems exist in the prior art, and at present, the wet method of the cast-in-place pile adopts underwater concrete for casting, and the concrete rises from bottom to top to complete the pile forming. Because the concrete at the top of the pile is influenced by the dilution of the slurry, the concrete is required to be poured by 50-80 cm more than the designed elevation in the actual concrete pouring construction. And (3) breaking the floating slurry before constructing the bearing platform, and ensuring that the strength of the pile top meets the design requirement, namely breaking the pile head. The conventional pile head breaking method is to use an artificial air pick to break and use a steel chisel to assist in leveling. According to the construction analysis of the prior project, the method has the following defects: the labor intensity is high, the work efficiency is low, the noise influence is large, and the construction cost is relatively high.

Disclosure of Invention

The present invention is directed to solving, at least to some extent, one of the above-mentioned problems in the prior art. Therefore, the embodiment of the invention provides a pile head breaking method which can effectively and quickly break a pile head.

The pile head breaking method provided by the embodiment of the invention comprises the following steps:

s1, manufacturing a reinforcement cage, marking a pile top elevation line, wherein the reinforcement cage comprises a main reinforcement, wrapping the part of the main reinforcement above the pile top elevation line by using an isolation sleeve, fixing at least one embedded pipe at the pile top elevation line of the reinforcement cage, and horizontally placing the embedded pipe;

s2, installing a reinforcement cage and pouring concrete to form a cast-in-place pile, wherein the cast-in-place pile comprises a cast-in-place pile body part located below the mark height line of the pile top and a pile head located above the mark height line of the pile top;

s3, excavating earthwork, finding an embedded pipe at a pile top elevation line, putting a splitting rod into the embedded pipe, jacking and breaking a pile head by using the splitting rod, and separating the cast-in-place pile from the pile head;

and S4, hoisting the pile head by using a crane to complete breaking.

In an alternative or preferred embodiment, the pre-buried pipe is a plastic pipe.

In an alternative or preferred embodiment, in step S1, the pre-buried pipe fixed at the elevation of the top of the steel bar cage pile is provided with plugging caps at both ends.

In an alternative or preferred embodiment, in step S3, before the splitting rod is placed in the embedded tube, the plugging cap of the embedded tube is detached.

In an alternative or preferred embodiment, in step S1, the insulation sleeve is a flexible foam tube, so that in step S2, after the concrete is poured, the pile head is not bonded to the main reinforcement.

Based on the technical scheme, the embodiment of the invention at least has the following beneficial effects: according to the technical scheme, on one hand, the embedded pipe is arranged between the cast-in-place pile and the pile head, the split rod can be arranged in the embedded pipe to be jacked and broken, on the other hand, the part, located above the mark height line of the pile top, of each main rib is wrapped with the isolation sleeve, so that the pile head is not bonded with the main rib, and after the pile head is broken, the pile head can be lifted out to complete the breaking of the pile head. The invention can avoid the damage to the main rib when the pile head is broken, can directly lift the rotary head out, reduces the impact on the main part of the cast-in-place pile, has quick breaking process and reduces the construction cost.

Drawings

In order to more clearly illustrate the technical solution in the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below. It is clear that the described figures are only some embodiments of the invention, not all embodiments, and that a person skilled in the art can also derive other designs and figures from them without inventive effort.

FIG. 1 is a schematic structural diagram of an embodiment of the present invention;

fig. 2 is a schematic structural diagram of a pile head in an embodiment of the invention.

Detailed Description

Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.

In the description of the present invention, it is to be understood that the positional or orientational relationships, such as those indicated by center, longitudinal, lateral, length, width, thickness, upper, lower, front, rear, left, right, vertical, horizontal, top, bottom, inner, outer, clockwise, counterclockwise, axial, radial, circumferential, and the like, are based on the positional or orientational relationships shown in the drawings and are for convenience of description and simplicity of description only, and are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be considered as limiting.

In the description of the present invention, the meaning of several is one or more, the meaning of a plurality is two or more, and larger, smaller, larger, etc. are understood as excluding the present number, and larger, lower, inner, etc. are understood as including the present number unless specifically defined otherwise. Furthermore, the descriptions of first and second are only for the purpose of distinguishing between technical features, and are not to be construed as indicating or implying relative importance or implying any number or order of indicated technical features.

In the description of the present invention, unless otherwise expressly limited, terms such as set, arranged, mounted, connected, fixed and the like should be construed broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in the present invention in consideration of the detailed contents of the technical solutions.

In the description of the present invention, unless otherwise expressly limited, a first feature may be located on or below a second feature in direct contact with the second feature, or the first feature and the second feature may be in indirect contact via intermediate media. Also, a first feature may be directly above or obliquely above a second feature, or merely that the first feature is at a higher level than the second feature. A first feature may be directly below or obliquely below a second feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

Referring to fig. 1 to 2, a pile head removing method includes the following steps:

and S1, manufacturing a reinforcement cage, wherein the reinforcement cage comprises a main reinforcement 11, and the manufacturing of the reinforcement cage is in the prior art and is not described again. And marking the pile top elevation line on the reinforcement cage. And (3) wrapping the part of the main reinforcement 11 above the pile top elevation by using an isolation sleeve 21, wherein the isolation sleeve 21 is a flexible foam pipe.

At least one embedded pipe 22 is fixed at the pile top elevation of the reinforcement cage, and the embedded pipe 22 is horizontally placed. In this embodiment, the embedded pipes 22 are provided with a plurality of pipes, and the embedded pipes 22 are plastic pipes. Preferably, the pre-buried pipe is fixed at the elevation line of the top of the steel reinforcement cage pile, and the ports at the two ends of the pre-buried pipe are provided with plugging caps.

And S2, installing a reinforcement cage and pouring concrete to form the cast-in-place pile, wherein the cast-in-place pile comprises a cast-in-place pile base part 10 located below the pile top elevation and a pile head 20 located above the pile top elevation.

It should be noted that since each main reinforcement 11 is wrapped with the insulation sleeve 21 at the portion above the pile top elevation, the pile head 20 is not bonded to the main reinforcement 11 after the concrete is poured.

And S3, excavating the earthwork to expose the pile head 20, finding the embedded pipe 22 at the elevation line of the pile top, detaching the plugging cap of the embedded pipe 22, and when the embedded pipe 22 is installed, slightly protruding the two ends of the embedded pipe 22 out of the outer peripheral surface of the pile head 20. And then, placing a splitting rod 23 into the embedded pipe 22, jacking and breaking the pile head 20 by using the splitting rod 23, and separating the cast-in-place pile base part 10 from the pile head 20.

And S4, hoisting the pile head 20 by using a crane to complete the breaking.

In the above steps S3 and S4, since the pile head 20 is not bonded to the main reinforcement 11, the pile head 20 can be directly lifted after being broken, and the main reinforcement 11 is not damaged.

While the embodiments of the present invention have been described in detail with reference to the drawings, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.

Claims

1. A pile head breaking method is characterized by comprising the following steps:

and S4, hoisting the pile head by using a crane to complete breaking.

2. The pile head demolition method according to claim 1, characterized in that: the embedded pipe is a plastic pipe.

3. The pile head demolition method according to claim 2, characterized in that: in step S1, plugging caps are mounted at the ports at both ends of the embedded pipe fixed at the elevation of the top of the steel reinforcement cage pile.

4. The pile head demolition method according to claim 3, characterized in that: in step S3, before the splitting rod is placed in the pre-buried pipe, the plugging cap of the pre-buried pipe is detached.

5. The pile head demolition method according to any one of claims 1 to 3, characterized in that: in step S1, the spacer sleeve is a flexible foam tube so that the pile head is not bonded to the main reinforcement after the concrete is poured in step S2.