CN114000497A

CN114000497A - Method for reducing soil squeezing effect of precast pile

Info

Publication number: CN114000497A
Application number: CN202111171686.7A
Authority: CN
Inventors: 杨涛; 陈祥; 魏巍; 王青飞
Original assignee: Shanghai Baoye Group Corp Ltd
Current assignee: Shanghai Baoye Group Corp Ltd
Priority date: 2021-10-08
Filing date: 2021-10-08
Publication date: 2022-02-01

Abstract

The utility model discloses a method for reducing the soil squeezing effect of a precast pile, which comprises the following steps: s1, arranging stress release holes on the inner side of the foundation pit fender post; s2, arranging a plurality of sand piles on the outer side of the foundation pit fender post; s3, inserting PVC pipes wrapped with filter screens into the sand piles, connecting the PVC pipes in the sand piles by pipelines, and additionally arranging water pumps on the pipelines; s4, continuously pumping the water seepage in the PVC pipe by a water pump; the utility model provides a method capable of effectively reducing the soil compaction effect of a precast pile.

Description

Method for reducing soil squeezing effect of precast pile

Technical Field

The utility model relates to the technical field of building construction, in particular to a method for reducing soil compaction effect of a precast pile.

Background

The precast pile refers to a pre-piled cement soil pile. The pre-built cement soil pile is called as a precast pile for short, and is suitable for foundation treatment of silt, mucky soil, cohesive soil, silt soil, artificial filling soil and the like. The relative balance of the soil body can be damaged due to the pressing-in of the precast pile.

Chinese patent publication No. CN208701650U, an anti-soil-squeeze structure for PHC pipe pile construction, discloses an anti-soil-squeeze structure for PHC pipe pile construction, wherein at least one row of plastic drainage plates is vertically inserted between the existing building and the PHC pipe pile construction area; the plastic drainage plate comprises a vertically arranged base plate, a plurality of vertical partition plates arranged on the front surface and the rear surface of the base plate, and a plurality of water passing holes arranged on the base plate and located between adjacent partition plates, and a drainage channel is formed between the adjacent partition plates. The utility model has the advantages that the utility model can be applied to the PHC tubular pile construction in the building engineering under the condition of soft soil, adopts the plastic drainage plate to replace the anti-extrusion ditch or the stress release hole, can greatly shorten the pile foundation construction time, improves the engineering progress, effectively reduces the manual input and the construction cost, and has great advantages in both social benefit and economic benefit. However, the following problems still remain: the tubular pile is not suitable for mucky soil and is easy to block; the drainage depth and arrangement mode are not reflected; the water is not drained in time, and the water overflows due to too much water, so that the muddy soil is not suitable.

In addition, in the prior art, in order to reduce the soil squeezing effect in the PHC pipe pile construction process, a form of excavating anti-squeezing ditches or driving stress release holes is usually adopted, however, the excavation of the anti-squeezing ditches and the driving stress release holes requires much labor, long time and high cost, and greatly affects the construction process on the schedule tension, especially on the project needing to be driven to the construction period.

Disclosure of Invention

The utility model provides a method capable of effectively reducing the soil squeezing effect of a precast pile.

To achieve the purpose, the utility model provides the following technical scheme:

the utility model provides a method for reducing soil compaction effect of a precast pile, which comprises the following steps:

s1, arranging stress release holes on the inner side of the foundation pit fender post;

s2, arranging a plurality of sand piles on the outer side of the foundation pit fender post;

s3, inserting PVC pipes wrapped with filter screens into the sand piles, connecting the PVC pipes in the sand piles by pipelines, and additionally arranging water pumps on the pipelines;

and S4, continuously pumping the water seepage in the PVC pipe by a water pump.

The principle of the method of the utility model is as follows: the water is discharged out of the soil body through the sand pile, the PVC pipe, the filter screen, the plastic hose and the water pump. The stress release hole is a decompression method when the soil body is extruded. During the construction, the prefabricated column is extruded, the pressure is overlarge, pore water is discharged due to the pressure, the pore water passes through the sand pile, the filter screen and the guide pipe and enters the PVC pipe, the water pump pumps the water out through the plastic hose, and the soil body is discharged, so that the pressure reduction effect is realized.

Preferably, the stress release holes and the sand piles are arranged in a plurality of rows, and the stress release holes and the sand piles are distributed in a quincunx shape.

Preferably, the aperture of each stress release hole and the aperture of each sand pile are 300-400mm, and the depth of each hole is 13-15 m.

Preferably, the stress release holes are 3 rows, and the sand piles are 2 rows.

In conclusion, the PVC pipe is drilled and filled with sand, inserted into the PVC pipe, and subjected to artificial precipitation and pressure reduction, and is wrapped by the filter screen to prevent the PVC pipe from being blocked, so that the hole opening amount can be reduced, and the PVC pipe can be recycled.

Compared with the prior art, the utility model has the beneficial effects and remarkable progresses that:

1. the soil-squeezing effect of the prior art is a passive drainage, while the method of the present invention is an active drainage. The water resulting from the extrusion is drawn through the catheter in each hole.

2. The soil squeezing effect in the prior art is only reduced by draining water singly, and the method reduces the soil squeezing effect by the combined action of the draining water and the stress release holes, so that the effect is better.

3. The soil squeezing effect in the prior art is not suitable for mucky soil due to the fact that a filter screen and sand piles are not added, and holes are easy to block.

4. The soil squeezing effect in the prior art is poor for the middle soil squeezing effect, and soil body wrapping can also occur, but the method of the utility model has the advantages that the drain hole is arranged in the middle for active drainage, the wrapping phenomenon can not occur, and the disturbance to the soil body is small.

Drawings

To more clearly illustrate the technical solution of the present invention, the drawings required for the embodiment of the present invention will be briefly described below.

It should be apparent that the drawings in the following description are only drawings of some embodiments of the utility model, and that other drawings can be obtained by those skilled in the art without inventive exercise, and the other drawings also belong to the drawings required by the embodiments of the utility model.

Fig. 1 is a diagram illustrating an installation effect of an embodiment of the present invention using a method for reducing a soil compaction effect of a precast pile;

fig. 2 is a flowchart of a method for reducing the soil compaction effect of a precast pile according to an embodiment of the present invention;

reference numerals: 1. sand pile, 2, pipeline, 3, stress release hole.

Detailed Description

In order to make the objects, technical solutions, advantageous effects and significant progress of the embodiments of the present invention clearer and more complete, the technical solutions in the embodiments of the present invention will be described below with reference to the drawings provided in the embodiments of the present invention.

It is to be understood that all of the described embodiments are merely some, and not all, embodiments of the utility model; all other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

It should be noted that the terms "first", "second", and "third" (if present) and the like in the description and claims of the present invention and the accompanying drawings of the embodiments of the present invention are used only for distinguishing different objects and not for describing a particular order. Furthermore, the terms "comprises" and any variations thereof, are intended to cover non-exclusive inclusions. For example, a process, method, system, article, or apparatus that comprises a list of steps or elements is not limited to only those steps or elements listed, but may alternatively include other steps or elements not listed, or inherent to such process, method, article, or apparatus.

It is to be understood that:

in the present invention, unless otherwise specifically stated or limited, the terms "mounted," "connected," "fixed," and the like are to be understood broadly, and for example, may be fixedly connected, detachably connected, movably connected, or integrated; either directly or indirectly through intervening media, intangible signal, or even optical, communication between two elements, or an interaction between two elements, unless expressly limited otherwise.

The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.

It should be further noted that the following embodiments may be combined with each other, and the same or similar concepts or processes may not be repeated in some embodiments.

The technical means of the present invention will be described in detail below with specific examples.

As shown in fig. 1, an installation effect diagram of a method for reducing the soil squeezing effect of a precast pile is shown, which comprises sand piles 1, pipelines 2 and stress release holes 3, wherein the stress release holes 3 are arranged in 3 rows, the sand piles 1 are arranged in 2 rows, the sand piles 1 are 400mm in aperture, 15m in hole depth, 1m in interval, 1m in row spacing and arranged in a quincunx shape; the sand pile 1 is internally provided with 15m deep sand, a PVC pipe (15m deep PVC pipe) and a filter screen (the PVC pipe is wrapped); the pipeline 2 is a plastic hose, and the pipeline 2 is connected with a water pump for draining water; the aperture of the stress release holes 3 is 400mm, the hole depth is 15m, the distance is 1m, the row distance is 1m, and the stress release holes are arranged in a quincunx shape.

As shown in fig. 2, a flow chart of a method for reducing the soil compaction effect of a precast pile is shown, which comprises the following steps:

and S4, continuously pumping the water seepage in the PVC pipe by a water pump.

In this embodiment, the stress release holes are 3 rows, the sand piles are 2 rows, and the stress release holes are 3 rows and the sand piles are 2 rows in a quincunx distribution.

In this embodiment, the hole diameters of the stress release holes and the sand piles are 400mm, and the hole depths are 15 m.

The method aims to solve the problem that the influence on soil texture is caused by pore water pressure generated by pressing the precast pile effect. Two rows of sand piles are arranged on the outer side of the foundation pit fender pile, and three rows of stress release holes are arranged on the inner side of the foundation pit fender pile. So as to cut off the propagation of pore water pressure in the pile pressing process and protect the influence of surrounding buildings and pipelines. The PVC pipe with the filter screen is inserted into the sand pile for drainage, so that pore water pressure is removed, the pore water pressure generated in the pile pressing process can be absorbed, the strength of the surrounding soil body is guaranteed not to be damaged, and the foundation is guaranteed.

During the description of the above description:

the description of the terms "this embodiment," "an embodiment of the utility model," "as shown at … …," "further improved technical solution," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the utility model; in this specification, the schematic representations of the terms used above are not necessarily for the same embodiment or example, and the particular features, structures, materials, or characteristics described, etc., may be combined or brought together in any suitable manner in any one or more embodiments or examples; furthermore, those of ordinary skill in the art may combine or combine features of different embodiments or examples and features of different embodiments or examples described in this specification without undue conflict.

Finally, it should be noted that:

the above embodiments are only used for illustrating the technical solution of the present invention, and not for limiting the same;

although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that various changes and modifications may be made, and equivalents may be substituted for elements thereof without departing from the scope of the embodiments of the present invention.

Claims

1. A method for reducing the soil squeezing effect of a precast pile is characterized by comprising the following steps:

and S4, continuously pumping the water seepage in the PVC pipe by a water pump.

2. The method of claim 1, wherein the plurality of rows of the stress-releasing holes and the plurality of rows of the sand piles are arranged in a quincunx pattern.

3. The method as claimed in claim 1, wherein the diameter of each of the stress release holes and the sand pile is 300-400mm, and the depth of each of the holes is 13-15 m.

4. The method of reducing the soil squeeze effect of the precast pile as set forth in claim 2, wherein the stress releasing holes are formed in 3 rows and the sand piles are formed in 2 rows.