阅读说明：本技术 一种钻孔注浆植入桩的施工方法 (Construction method for drilling and grouting implanted pile ) 是由 王吉良 张辰熙 陈学东 冯广志 于 2020-05-01 设计创作，主要内容包括：一种钻孔注浆植入桩的施工方法。单一的基础桩工法难以应对复杂地况,使预制桩因难以克服桩长与有效植入深度的矛盾而使用受限。本发明根据场地土层中砂性土层种类、所在位置以及厚度分析并确定钻孔深度、注浆位置以及注浆深度,钻孔完毕后在提钻杆的同时对孔内进行注浆,注浆完毕后在孔内植入预制桩,在植入预制桩过程中将溢出的浆液作出回收处理。本发明用于现场施工过程。(A construction method of a drilling grouting implanted pile. The single foundation pile construction method is difficult to deal with complex ground conditions, so that the use of the precast pile is limited due to the difficulty in overcoming the contradiction between the pile length and the effective implantation depth. According to the method, the drilling depth, the grouting position and the grouting depth are analyzed and determined according to the type, the position and the thickness of a sandy soil layer in a field soil layer, after drilling is finished, grouting is carried out in the hole while a drill rod is lifted, a precast pile is implanted in the hole after grouting is finished, and overflowed grout is recycled in the process of implanting the precast pile. The invention is used for the field construction process.)

1. A construction method for drilling and grouting an implanted pile is characterized by comprising the following steps: analyzing and determining the drilling depth, the grouting position and the grouting depth according to the type, the position and the thickness of a sandy soil layer in a field soil layer (1), grouting in the hole (2) while lifting a drill rod after drilling is finished, implanting a precast pile (3) in the hole (2) after grouting is finished, and recovering overflowed slurry (4) in the process of implanting the precast pile (3).

2. The construction method of the drilling and grouting implanted pile according to claim 1, characterized in that: after the types, the positions and the thicknesses of sandy soil layers in a field soil layer (1) are explored and determined, drilling is carried out according to design requirements, when the field soil layer (1) comprises three distribution layers, the three distribution layers are an upper soil layer (5), a middle soil layer (9) and a lower soil layer (7), the upper soil layer (5), the middle soil layer (9) and the lower soil layer (7) are sequentially arranged from top to bottom, when the upper soil layer (5) is a viscous soil layer and the middle soil layer (9) is a sandy soil layer, the bottom of a hole (2) sequentially penetrates through the upper soil layer (5) and the middle soil layer (9) from top to bottom is arranged in the lower soil layer (7), the drilling depth in the lower soil layer (7) is 500mm, drilling is carried out after the depth of the hole (2) is determined, after the drilling operation is finished, grouting is carried out in the hole (2) while a drilling rod is lifted, grout (4) is injected into the hole (2), the height of the injected slurry (4) is less than that of the hole (2);

implanting a precast pile (3) into the hole (2) with the slurry (4), and implanting the precast pile (3) to extrude the slurry (4) to ensure that the slurry (4) is positioned between the precast pile (3) and the middle soil layer (9);

the excess slurry (4) is discharged by a suction pump for use.

3. The construction method of the drilling and grouting implanted pile according to claim 1, characterized in that: after the distribution position and the thickness of the sandy soil layer in the field soil layer (1) are explored and determined, drilling is carried out according to the design requirement, when the field soil layer (1) comprises three distribution layers, the three distribution layers are an upper soil layer (5), a middle soil layer (9) and a lower soil layer (7) respectively, the upper soil layer (5), the middle soil layer (9) and the lower soil layer (7) are sequentially arranged from top to bottom, when the upper soil layer (5) is a sandy soil layer and the middle soil layer (9) is a cohesive soil layer, the hole (2) penetrates through the upper soil layer (5), the bottom of the hole (2) is arranged in the middle soil layer (9), the depth of the drill hole in the middle soil layer (9) is 500mm, the drill hole is drilled after the depth of the hole (2) is determined, after the drilling operation is finished, grouting is carried out in the hole (2) while the drill rod is lifted, grout (4) is injected into the hole (2), and the height of the injected grout (4) is equal to that of the hole (2);

the precast pile (3) is implanted into the hole (2) with the slurry (4), the slurry (4) is extruded by the implantation of the precast pile (3), the slurry (4) is ensured to be positioned between the precast pile (3) and the upper soil layer (5), and the lower end of the precast pile (3) is arranged in the lower soil layer (7) after penetrating through the bottom of the hole (2);

the excess slurry (4) is discharged by a suction pump for use.

4. A construction method of a drilling and grouting pile according to claim 2 or 3, wherein: the height of the precast pile (3) in the lower soil layer (7) is less than or equal to 500 mm.

5. The construction method of the drilling and grouting implanted pile according to claim 1, characterized in that: the overflowing slurry is recycled into continuous recycling treatment in the precast pile implanting process, the suction pump is communicated with the transfer box, and the transfer box is communicated with the feeding hole of the feeding device.

Technical Field

The invention relates to a construction method for drilling and grouting an implanted pile, and belongs to the technical field of civil engineering.

Background

At present, in the construction process of a precast pile, because the middle upper part, the middle part or the lower part of the ground is implanted with a hard sand layer, a tubular pile cannot penetrate through the layer, so that the length of the constructed pile is difficult to meet the design requirement. For example, when a pile with a length of 17 meters is designed, it is difficult to continue construction until the depth is 10 meters or 12 meters, and this situation occurs more frequently when the diameter of the pile is more than 500 mm. The length of the tubular pile construction pile is a basic requirement for ensuring the bearing capacity of the pile, and the length of the tubular pile construction pile does not meet the design requirement, so that the bearing capacity of the pile does not meet the requirement, or the post-construction deformation of a building is too large, and the normal use is influenced. To solve this problem, it is common to replace the pile type with another pile type, such as a cast-in-situ bored pile or a mud-wall pile. The single pile bearing capacity of the cast-in-situ bored pile is low because the pile end is provided with the deficient soil; because the mud skin is arranged on the side of the mud retaining wall pile and the sediment is arranged at the pile end, the side resistance and the end resistance are both reduced, and the bearing capacity of a single pile is lower; the two pile types have high construction cost because of low bearing capacity of a single pile, and the pile forming quality is inferior to that of a precast pile, so that the two pile types cannot be popularized and used in a large range all the time, and the precast pile is limited in use because the contradiction between the pile length and the effective implantation depth is difficult to overcome.

Disclosure of Invention

The invention aims to provide a construction method of a drilling and grouting implanted pile, which aims to solve the problems that a single foundation pile construction method is difficult to deal with complex ground conditions, and a prefabricated pile is difficult to overcome the contradiction between the pile length and the effective implantation depth, so that the use of the prefabricated pile is limited.

The technical scheme adopted by the invention for solving the technical problems is as follows:

a construction method for embedding piles in drilled holes and grouting comprises the steps of analyzing and determining the drilling depth, the grouting position and the grouting depth according to the position of a sandy soil layer in a field soil layer, grouting in the holes while lifting a drill rod after drilling is finished, embedding precast piles in the holes after grouting is finished, and recovering overflowed grout in the process of embedding the precast piles.

As a preferable scheme: after the type, the position and the thickness of a sandy soil layer in a field soil layer are explored and determined, drilling is carried out according to design requirements, when the field soil layer comprises three distribution layers, the three distribution layers are an upper soil layer, a middle soil layer and a lower soil layer respectively, the upper soil layer, the middle soil layer and the lower soil layer are arranged in sequence from top to bottom, when the upper soil layer is a viscous soil layer and the middle soil layer is a sandy soil layer, holes penetrate through the upper soil layer and the middle soil layer in sequence from top to bottom and are arranged in the lower soil layer, the drilling depth in the lower soil layer is determined according to the thickness of the sandy soil layer, drilling is carried out after the depth of the holes is determined, after drilling operation is finished, grouting is carried out in the holes while a drill rod is lifted, grout is injected into the holes, and the injected height of the;

implanting a precast pile into the hole with the slurry, implanting the precast pile to extrude the slurry, and ensuring that the slurry is positioned between the precast pile and the middle soil layer;

the excess slurry is discharged by a suction pump for use.

As a preferable scheme: after the soil type, the distribution position and the distribution layer number of a layered structure of a field soil layer are explored and determined, drilling is carried out according to design requirements, when the field soil layer comprises three distribution layers, the three distribution layers are an upper soil layer, a middle soil layer and a lower soil layer respectively, the upper soil layer, the middle soil layer and the lower soil layer are arranged from top to bottom in sequence, when the upper soil layer is a sandy soil layer and the middle soil layer is a cohesive soil layer, the hole penetrates through the bottom of the hole in the upper soil layer and is arranged in the middle soil layer, the drilling depth in the middle soil layer is determined according to the thickness of the sandy soil layer, drilling is carried out after the depth of the hole is determined, after the drilling operation is finished, grouting is carried out in the hole while a drilling rod is lifted, slurry is injected into the hole, and the;

implanting a precast pile into the hole with the slurry, implanting the precast pile into the hole to extrude the slurry to ensure that the slurry is positioned between the precast pile and the upper soil layer, and arranging the lower end of the precast pile in the lower soil layer after penetrating through the hole bottom;

the excess slurry is discharged by a suction pump for use.

As a preferable scheme: the height of the precast pile in the lower soil layer is less than or equal to 500 mm.

As a preferable scheme: the overflowing slurry is recycled into continuous recycling treatment in the precast pile implanting process, the suction pump is communicated with the transfer box, and the transfer box is communicated with the feeding hole of the feeding device.

Compared with the prior art, the invention has the following beneficial effects:

the method for drilling, grouting and implanting the pile achieves the following aims:

1. the invention has convenient operation, can ensure that the precast pile is suitable for different ground conditions without changing the existing equipment, ensures that the length of the pile for drilling construction can meet the design requirement, and ensures that the precast pile can realize the basic service performance in different ground conditions.

2. By grouting the sand layer or the clay layer, the bearing capacity of the pile end and the pile side is greatly improved, the bearing capacity of a single pile is improved, and the manufacturing cost is reduced;

3. the speed of the precast pile is higher than that of the conventional driving method, the quality is easy to ensure, the construction period is saved, and the precast pile driving method is suitable for popularization and use;

4. the invention is suitable for cold regions, the concrete strength of the precast pile is high, and the durability is stable in the cold regions;

5. the slurry in the invention is preferably cement slurry which can be recycled and reused, so that the construction cost is saved, the environment pollution is avoided, and the construction is green and environment-friendly;

6. the invention is particularly suitable for the construction process of the large-diameter tubular pile with the diameter of more than 600 mm.

Drawings

FIG. 1 is a schematic flow chart of the operation of the present invention, wherein the field soil layer comprises three distribution layers, and the three distribution layers are a viscous soil layer, a fine sand layer and a medium-coarse sand layer from top to bottom;

FIG. 2 is a schematic view of the operation of the process of the present invention when applied to a sandy soil layer with a large thickness, wherein the sandy soil layer comprises three distribution layers, namely, a cohesive soil layer, a sandy soil layer and a cohesive soil layer from top to bottom;

fig. 3 is a schematic flow operation diagram of the present invention, wherein the field soil layer comprises three distribution layers, and the three distribution layers are a sandy soil layer, a cohesive soil layer and a sandy soil layer from top to bottom.

In the figure, 1-field soil layer; 2-hole; 3, prefabricating the pile; 4-slurry; 5-covering the soil layer; 7-lower soil layer; 9-medium soil layer; 11-isolating cylinder body; 12-a first spacer sleeve; 13-second spacer sleeve.

Detailed Description

In order that the objects, aspects and advantages of the invention will become more apparent, the invention will be described by way of example only, and in connection with the accompanying drawings. It is to be understood that such description is merely illustrative and not intended to limit the scope of the present invention. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.

It should be noted that, in order to avoid obscuring the present invention with unnecessary details, only the structures and/or processing steps closely related to the aspects of the present invention are shown in the drawings, and other details not closely related to the present invention are omitted.