RU2678172C1 - Method of arrangement of driven pile in a well with an extended base - Google Patents

Abstract

FIELD: construction.SUBSTANCE: invention relates to construction, in particular, to arrangement of pile foundations from driven (pushed) piles in punched (pushed) wells with a wider base, mainly in weak moist and overmoistened soils, underlying soil with relatively high strength characteristics. Method of arranging driving pile in punched well in weak, water-saturated soils consists in punching or pushing a well with a casing pipe with a lost punch shoe in the lower part, which has open cavity above, in which, after the formation of well, widening shoe is installed. Into casing lower part, hard soil material is poured, casing is lifted to filling height, and expanded base is formed by tamping down hard soil material using inventory pile equipped with removable tip at the end. Bulk material or alternately loose and hard soil material is poured over the broadened base, the casing is removed, reinforced concrete pile is immersed in buried material with formation of additional compacted zone around the well. Punching or punching wells carried out using a composite shoe-punch, including the upper and lower parts. When punching or punching a section of a well in a bearing layer of soil, the lower part of the punch shoe is first immersed in stages at the end of a tip attached to a rod or to another casing pipe lowered into a casing pipe used for punching or punching a well, then the upper part of punching shoe is immersed by casing pipe used for punching or punching a well, until it touches lower part of the punching shoe with formation of section of the well in bearing soil layer to create a wider base.EFFECT: technical result consists in increasing bearing capacity of the pile and pile foundation, as well as expanding the field of application for ground conditions and thereby increasing efficiency as a whole.6 cl, 8 dwg

Description

The invention relates to the field of construction, in particular, to the device of pile foundations from driven (pressed) piles in punched (pushed) wells with a widened base, mainly in weak moist and waterlogged clay soils, underlain by a bearing layer of soil with relatively high strength characteristics.

Known methods of arranging rammed piles in weak moist and waterlogged soils, including punching (punching) wells with a casing with a lost shoe to the underlying bearing layer of the ground, filling the casing with cast concrete with reinforcement and its extraction (Ganichev I.A. Artificial foundation and foundation .- 3rd ed., Revised and enlarged .- M .: Stroyizdat, 1981; STO 36554501-018-2009. Organization standard. Design and construction of pile foundations and compacted foundations from rammed piles in punched wells. Research Center "Stroy" elstvo "- 2010;.... SP 24.13330.2011 Pile foundations M. 2011; Guidelines for the design of pile foundations / NM NIIOSP them Gersevanov USSR State Committee - M .: Stroyizdat, 1980 as amended in 2017)..

The main disadvantages of the proposed technical solutions are the low bearing capacity (or even its additional reduction) of the pile along the lateral surface within the bedding of layers of weak (e.g. biogenic) moist and waterlogged clay soils and the relatively low bearing capacity of the pile along its end, as well as high labor and the duration of the curing of the cast concrete mixture used.

Pile foundations from driven prismatic, pyramidal, club-shaped and other piles are known and widely used in various soil conditions (SP 50-102-2003. Design and construction of pile foundations. Gosstroy of Russia. M. 2004; SP 24.13330.2011. Pile foundations. M 2011; Guidance on the design of pile foundations / NIIOSP named after N.M. Gersevanov Gosstroy of the USSR. - M .: Stroyizdat, 1980 with the latest additions in 2017).

The main disadvantages of driven pile foundations are: the almost complete absence of bearing capacity or even its decrease along the lateral surface within the thickness of weak moist and waterlogged soils, low bearing capacity when their ends are supported on underlying bearing soils with relatively high compressibility.

Relatively close of the known technical solutions to the proposed method are the ways of building foundations from drilling concrete reinforced concrete piles, performed by: immersing the lost (abandoned) casing pipe with an open end with a partial deepening of it into the underlying bearing layer; drilling from the casing and from the underlying bearing layer of soil; creating the bottom of the broadening; partial filling of the pipe with cast concrete mixture followed by immersion in it of a precast reinforced concrete pile (SP 50-102-2003. Design and installation of pile foundations. Gosstroy of Russia. M. 2004; SP 24.13330.2011. Pile foundations. M. 2011 and others.) .

The main disadvantages of foundations from drilling concrete reinforced concrete piles are: almost complete exclusion from the transfer of the load on the soil of the foundation along the side surface of the pile within the thickness of waterlogged layers of silty, peat and other weak biogenic and clay soils; the duration of the set of cast concrete mixture to the required strength and others.

There is also a known method of arranging piles according to SU 1170044 A (publ. 07/30/1985), which includes performing a multilayer of concrete layers located coaxially at a distance from each other and interlayers of loose material (for example, sand or other similar material).

The disadvantages of this method of construction of piles are: the impossibility in weak waterlogged soils to create compacted zones and especially concrete layers on the side surface; a sufficiently long period of time for cast concrete to gain the necessary strength before loading the piles; the device of the pile is associated with a combination of two types of piles: rammed (lowering) using cast concrete and precast concrete, which leads to a significant increase in not only the timing of its construction, but also the complexity, as well as a sharp limitation of the scope of application on the soil base.

Of the known, it should be noted the method of constructing a pile foundation from driven piles on subsiding soils with type II according to subsidence according to SU 885446 A1 (published on 11.30.1981), from which it follows that its construction is mainly associated with the formation of wells by drilling, filling wells with sand ( by draining material), by soaking a building site (spot) and immersing prefabricated reinforced concrete piles in the wells.

This method of constructing a pile foundation has the following main disadvantages:

- the considered method of foundation construction applies only to subsidence soils with type II soil conditions in which subsidence of the soil from its own weight is possible;

- wells are formed by drilling without creating a densified zone along its perimeter;

- the duration of the entire cycle of construction of piles is about 2-3 months;

- the implementation of drainage wells with their deepening into a non-subsiding underlying bearing layer inevitably leads to a decrease in the strength and deformation characteristics of these soils (especially with their clay composition) and thereby to a decrease in the bearing capacity of a pile to be driven in a subsequent pile, as well as an increase in its length;

- it is practically impossible to synchronize the layout of drainage wells and driven piles in one design solution;

- due to the absence in the considered technical solution of creating a broadened base under the end of the piles, their potential bearing capacity is sharply reduced.

Of the known methods, it should also be noted a patent for a utility model of piles (RU 62619 U1, publ. 04/27/2007), which describes a method for manufacturing a driven precast reinforced concrete pile, which includes the formation of a leader well, which is filled with a mixture of soil with cement, and then using a vibrator the pile is immersed in a filled well. The increase in the bearing capacity of the pile is ensured by increasing the cross section of its underground part and the resistance forces at the contact of the pile body with the cement mixture.

However, the feasibility of using this pile is very limited, since it has the following significant disadvantages:

- in the vast majority of cases and soil conditions, the bearing capacity of suspended and especially driven piles is formed mainly due to soil resistance under the lower end of the piles, therefore usually the greatest effect on increasing their bearing capacity is achieved mainly through the use of measures related specifically to the lower part of piles by means of broadening, hardening of soils, etc .; increasing the bearing capacity of piles is provided only on their lateral surface, which is always less effective;

- with a smooth side surface of typical factory readiness of prefabricated reinforced concrete piles and low strength of the “soil-cement mixture” (commonly used masonry and other cement mortars), a sufficiently strong bond between the shells from the above-mentioned “soil-cement mixture” and piles and their joint Work; in this regard, and also taking into account the shell “soil mixture with cement” noted below, it should be considered as a soil shell;

- high material costs (cost, laboriousness, energy consumption, etc.) for the production of "soil-cement mixture" similar in preparation, storage, delivery, etc. to cement mortars in comparison with the use of local soil;

- ineffective in waterlogged, and even more so in water-saturated melting soils, since in these soil conditions a “soil-cement mixture” immediately turns into a cement mortar, which, as you know, becomes practically incompressible and, like a liquid, when piling into it, it will be pushed up , as occurs when installing, for example, drilling piles, the bearing capacity of which is mainly determined and provided by soil resistance along their soles (end faces).

The closest analogue of the claimed technical solution adopted for the prototype is a method of driving a driven pile in a drilled well in weak water-saturated soils (patent RU 2634912, published November 28, 2017, see paragraph 7 of the claims) with some interpretation, including punching or punching wells with a casing pipe with a lost shoe-punch in the lower part, having an internal cavity open from above, into which, after the formation of the well, a shoe-extender is installed, pour hard soil into the casing pipe in its lower part bulk material, raise the pipe to the filling height, the formation of a broadened base is carried out by tamping hard soil material using an inventory pile equipped with a removable tip, and then loose material or alternately loose and hard soil material is poured into the casing, casing pipe is filled with filling wells to its entire height filled with material in the pipe, after which a reinforced concrete pile is immersed in the well with the formation of an additional compacted zone around the well.

The main disadvantages of this technical solution are the low efficiency of increasing the bearing capacity of piles within the upper layer of weakly moistened soils along its lateral surface due to an increase in the moisture content of the backfill material at the border with the pile material after extraction of the casing, as well as the limited scope in the presence of dense addition of the underlying bearing layer of soil, i.e. the impossibility of punching well-cavities in it to create a broadened base with the most commonly used mechanization means for this purpose: pile drivers and, especially, pressing plants. From an analysis of the arrangement of rammed piles in punched wells in weak, moist and waterlogged soils, underlain by dense (sand and clay) soils with a density in the dry state ρ _d ≥ 1.50-1.65 t / m ³ , the maximum possible diameter (transverse dimension the cross-section) of the hole to be punched with a punch shoe is not more than 600-650 mm (Ganichev I.A. Device of artificial foundations and foundations. - 3rd ed., revised and additional - M .: Stroyizdat, 1981; STO 36554501-018 2009. Organization standard: Design and installation of pile foundations and compacted wasps innovations from rammed piles in punched wells. Research Center "Construction". - 2010).

The technical problem of the invention is the elimination of the above disadvantages of the prototype, namely, increasing the bearing capacity of piles and pile foundations, as well as expanding the scope of application on soil conditions and thereby increasing efficiency in general.

The specified technical result is achieved by the method of driving a driven pile, which consists in piercing or pushing the well with a casing pipe with a lost shoe-punch in the lower part, having an internal cavity open from above, into which, after the formation of the well, an expander shoe is placed, put into the casing pipe in the lower part of it is hard soil material, the casing is raised to the height of the backfill, the broadened base is formed by ramming the hard soil material, the backlog loose material is poured over the broadened base or alternately loose and hard soil material, the casing is removed, the reinforced concrete pile is dipped into the filled material with the formation of an additional compacted zone around the well, in which, according to the invention, punching or forcing the well is carried out using a composite punch shoe, including the upper and lower parts, when punching or punching a section of the well in the bearing soil layer, the lower part of the shoe is firstly gradually immersed the end of the tip attached to the rod or to another casing, lowered into the casing used to punch or push the well, and then immerse the upper part of the punch shoe with the casing used to punch or push the well until it contacts the lower part of the shoe punch with the formation of a section of the well in the bearing soil layer to create a broadened base.

The technical result, which consists in increasing the bearing capacity of piles, is achieved by ensuring the formation of a broadened base of hard soil material in the lower part of the well formed in the bearing soil layer.

To increase the bearing capacity of the pile after the formation of the broadened base, a pipe with holes is installed on top of it in the inner cavity of the casing pipe, filling loose material or alternately loose and hard ground material is carried out in the pipe cavity with holes and, after filling and removing the casing pipe, they are immersed in the pipe with reinforced concrete pile holes with the formation along its perimeter of local broadening - broadened zones in the zones of holes and an additional compacted zone around the pipe with holes.

The formation of local broadening (broadened zones) from the backfill material around the side surface of the pipe with holes further increases the bearing capacity of the pile by involving the surrounding natural soil in joint work.

At the same time, an inventory metal casing can be used for punching the well, the end of which is inserted into the internal cavity of the composite shoe punch.

To prevent soil crumbling when punching or forcing a section of the well in the bearing soil layer, use a composite punch shoe with an apron rim covering the upper part of the punch shoe along its lower edge and its lower part along the upper edge and fixed on the lower part, and alternately immersing the upper and lower parts of the punch shoe is provided with a gap between these parts of the punch shoe, not exceeding the height of coverage of the upper part of the punch shoe with an apron rim.

In addition, it is advisable to use used metal or polymer barrels without lids and bottoms, welded together with ends to seal joints, as a pipe with holes.

As bulk material, you can use bulk soil material or environmentally friendly industrial waste, similar in size to sandy soils (burnt earth, steelmaking slag, etc.).

Thanks to the use of a composite shoe-punch and a pipe with perforations, the bearing capacity and the field of application of driven piles in punched wells in difficult soil conditions significantly increase.

The proposed method is illustrated by drawings, which show the sequence of technological operations of a driven pile device with a widened base in the lower and lateral surfaces of the pipe with holes (sheath pipe).

In FIG. 1 shows, for example, an immersed metal casing pipe immersed, for example, by a pile driver or a pressing installation in the base soil, with a composite punch shoe and an apron rim in the lower part of a special design with its partial penetration into the bearing soil layer.

In FIG. 2, a composite punch shoe with an apron rim and a rod lowered into the casing with a removable tip, the end of which is inserted into the internal cavity of the punch shoe on an enlarged scale, is partially immersed in the soil layer to a possible depth.

In FIG. 3 shows the lower part of the punch shoe immersed to a predetermined depth by the end face of the removable tip on the rod with the formation of the lower section of the well in the bearing soil layer.

In FIG. 4 shows a composite shoe punch after immersing its upper part with a casing pipe until it contacts the top of the lower part of the shoe punch with the formation of the lower section of the well, with an extension shoe installed in its cavity and hard ground material sprinkled over it to the upper edge of the carrier soil layer for the formation of a broadened base. (In Fig. 2-4, a possible sealed area is not conventionally shown).

In FIG. 5 depicts a broadened base formed by the end face of a removable rod tip lowered into a casing pipe raised to the height of the filling of hard soil material, and a pipe with holes dropped into the inner cavity of the casing pipe filled with bulk material.

In FIG. 6 shows the assembly A in FIG. 5 until a broadened base is formed with hard ground material poured over the expander shoe into the lower part of the casing.

In FIG. Figure 7 shows a reinforced concrete pile immersed in a filled pipe with holes after removing the casing with the formation of local broadened zones along the side surface of the pipe with holes and the final formation of a broadened base in the lower part of the well and a possible compacted zone along the side surface of the pipe with holes and in the bearing soil layer.

In FIG. 8 shows a section BB in FIG. 7 with compacted bulk material in a pipe with openings of a submerged pile and local broadened zones along its outer contour (a possible compacted zone is not conventionally shown).

In the drawings, the following notation:

1 - inventory casing;

2 - composite shoe punch with an internal cavity;

3 - an apron rim;

4 - punched (pushed) well;

5 - bearing soil layer (upper boundary);

6 - a possible compacted soil zone in the surrounding soil of natural composition;

7 - a metal rod or casing with a removable tip;

8 - punched (pushed) lower section of the well;

9 - shoe expander;

10 - hard soil material (crushed stone, gravel, etc.);

11 - broadened base of compacted (rammed) hard soil material;

12 - pipe with holes installed in the inner cavity of the casing 1;

13 - holes (windows) in the pipe 12;

14 - bulk material or hard soil material, sprinkled without compaction in the pipe 12 with holes;

15 - driven (pressed) precast reinforced concrete pile;

16 - local broadening along the side surface of the pipe 12 with holes of loose or hard soil material.

The method of installation of a driven pile in a punched well with a widened base is as follows.

Before clogging (immersion) of the inventory casing 1, a composite shoe punch 2 with an apron rim 3 is installed at the point of the future well 4, including using a conductor, then the inventory casing 1 is lowered onto it and immersed, for example, with a rod diesel a hammer or a pressing installation with deepening the end face of the composite shoe punch 2 into the bearing soil layer 5 to a possible depth with the formation of a punched (pushed) well 4 and a possible compacted zone 6 both along the side surface of the well 4 and in ground layer 5 that exists.

Given the increased density of the carrier layer 5 of the soil, and thereby the low degree of compaction and high drag, exceeding, as a rule, the technical ability to immerse the punch shoe with a diameter (cross-sectional size) of more than 600-650 mm used by the pile or pressed installation, further preparatory work is reduced to the phased formation of the lower section of the 8 wells in the carrier layer 5 of the soil using a composite shoe punch 2 to form a widened base 11 of hard soil material (crushed stone, gravel or the like) in the underlying skeletal layer 5 lot. The task for the device punched (pushed) section 8 of the well in the underlying bearing layer 5 of the soil is carried out in the sequence shown in FIG. 2-4 on an enlarged scale. It should be noted that those depicted in FIG. 2-4 technological operations for the formation of section 8 of the well relate to the case when it is formed by a two-component punch shoe 2 during the phased immersion of the lower and upper parts of the punch shoe 2 immediately to the design (specified) depth, usually not more than 2-2.5 diameter (cross-sectional size) of the punch shoe 2.

Lowered into the casing 1 rod 7 (or casing) with a removable (replaceable) tip, which is inserted into the internal cavity of the composite shoe punch 2 (Fig. 2).

First, the lower part of the punch shoe 2 is immersed in the bearing layer 5 of the soil 2 by shock or pressing impacts on the rod 7. It should be noted that, as noted above, the device of the well section 8 of the proposed design and technology is suitable for use in soils: with a moisture degree of not more than S _r <0.6-0.7; with a density in the dry state of clay soils approximately ρ _d = 1.6-1.65 t / m ³ , sand soils - ρ _d = 1.50-1.55 t / m ³ still capable of compaction and ensuring the stability of the vertical wall formed well 6 at a depth of not more than 1 m. With these parameters, the formation of the lower section of the well 8 by immersion of the lower part of the shoe punch 2 can be carried out immediately to a predetermined depth, as shown in FIG. 3.

If this condition cannot be fulfilled, then use a composite punch shoe 2 with an apron rim 3, which covers the upper part of the punch shoe 2 along its lower edge and its lower part along the upper edge and is fixed on the lower part. In this case, the lower and upper parts of the punch shoe 2 are immersed in stages at the height of the apron rim 3 release in its upper part (i.e., the coverage height of the upper part of the composite punch shoe 2 with the apron rim 3), i.e. immersion of the parts of the shoe-punch 2 is performed in several stages alternately lower and upper parts with a gap to the height of the release of the rim-apron 3 in its upper part.

The upper part of the punch shoe 2 is immersed by applying shock or pressing effects to the casing 1 until it contacts the top of the lower part of the punch shoe 2 with the formation of a well section 8 with predetermined geometric parameters, after which the rod 7 is removed with a removable tip and installed in the shoe cavity the punch 2 shoe expander 9 (Fig. 4) to form a broadened base, described below.

Hard soil material 10 (crushed stone, hard concrete mix, etc.) is poured over the expander shoe 9 in layers 8 into the well section 8 (crushed stone, hard concrete mix, etc.) to the height of the intended calculated broadened base (usually to the upper edge of the carrier layer 5 of the soil) and compacted (rammed) with its end a removable tip of the rod 7 with an angle of sharpening 120-180 °, lowered into the inner cavity of the casing 1, and form a widened base 11, and then lowered into the inner cavity of the casing 1 pipe 12 with the discharge (perforation) holes (windows) 13, races laid coaxially relative to the vertical axis, in a checkerboard pattern or otherwise along its perimeter and entire height, with the smallest possible clearance relative to the casing 1 and partial immersion of its end face in the widened base 11 of hard ground material 10 to a depth of not more than 10-15 cm, and fill the inner cavity of the pipe 12 with holes with loose ground material 14 (crushed stone, gravel and sand mixture, coarse sand, crushed stone screening, environmentally friendly industrial waste - burnt earth, slag and n.) (FIG. 5 and FIG. 6).

The casing 1 is removed (including with the application of vibration) and the precast reinforced concrete pile 15 is submerged (driven) into the filled cavity of the pipe 12 with a partial penetration of its end into the broadened base 11 with the formation of local broadening 16 from the compacted loose ground material 14 along the outer lateral surface pipes 12 with holes and a possible compacted zone 6 of increased dimensions along the entire contour of the pile 15 (Fig. 7). In the depicted in FIG. 8 section BB of FIG. 7 a possible compacted zone of natural soil is not conventionally shown. Under sufficiently favorable engineering-geological and hydrological conditions, when the entry of free water into the pipe 12 through the discharge openings is almost completely eliminated, it is filled with hard or loose material 14 after the casing 1 is removed.

If necessary, an increase in the bearing capacity of the piles in the pipe 12 along its lateral surface is carried out in the following possible way.

The load-bearing capacity of piles 15 is increased by immersing (including repeated) in the originally poured loose material 14 in the casing pipe 12 with a self-expanding tip (not shown in the drawings) to the top of the broadened base 11, filling it with a similar ground material and removing it with subsequent immersion piles 15 into the filled pipe 12 with holes.

When immersing-finishing pipes 12 with holes in the widened base 11, the end of the pipe 12 is equipped, if necessary, with a fixed steel rim-nozzle with a cutting edge (not shown in the drawings).

The sharpening angles of the punch shoe 2, the expander shoe 9, and the removable tip of the rod 7 (or casing) are assigned to provide the most optimal conditions for the punch shoe 2 to be immersed in the carrier layer 5 of the soil and the formation of a widened base 11 of hard soil material 10 and, as as a rule, they are established experimentally or on the basis of similar studies in practically similar engineering-geological and other conditions. From the analysis of materials from numerous experimental studies of the construction of foundations in rammed pits and punching of holes for rammed piles, the angles of sharpening of the shoe punch 2, depending on soil conditions, are approximately 30-60 °, shoe expander 9 - 60-90 °, removable rod tip 7 - 120-180 °. The shoes are made of cast iron, steel, concrete, reinforced concrete or a combination of lightweight type, as well as from durable composite materials.

Pipes 12 with discharge openings are made of polymer and the like materials, as well as metal, reinforced concrete, asbestos cement, etc., including second-hand and reinforced, if necessary, for example, steel bandages. In addition, the pipe 12, with appropriate justification, can be made from used metal barrels welded (connected) to each other without ends and lids, for example, from 200-216-liter diameter of about 60 cm, a height of about 90 cm with a corrosion-resistant coating and sealing joints and other metal products, as well as barrels, tanks, containers, bins, etc. products from used polymeric materials (plastic, polyethylene, polyurethane, etc.). The use of the above elements for the manufacture of pipes 12 contributes to their disposal.

The minimum diameter of the pipe 12, taking into account the discharge openings and permissible deviations when immersing the piles 15, is taken to be 1.5-2 sizes (diameters) in the cross section of the driven or pressed piles 15, i.e. in the case of using a prismatic pile of 30 × 30 cm, the inner diameter of the sheath pipe 12 is taken to be at least 50-65 cm or set experimentally, depending on the type of backfill material.

The size and location of the discharge openings in the wall of the pipe-shell 12 is assigned taking into account the optimal volume of natural composition pressed into the surrounding soil through the openings of the bulk material when the pile 15 is immersed (driven). These parameters, as well as the angle of the end face of the driven pile 15, its immersion speed and etc. are installed empirically due to the lack of such studies when installing driven piles in punched (pushed) wells with a widened base.

To minimize the possible collapse of bulk material from the discharge openings of the pipe 12 and the unhindered extraction of the casing 1, in addition to vibration, use: preliminary closing of the openings with a synthetic film with low tensile-tensile values when the pile 15 is immersed; as a backfill soil, mixtures with local clay soil should be used, for example, of gravel, crushed stone, coarse sand, etc., within the whole or only at the level of the openings of the pipe 12, or other structural and technical solutions should be applied.

The use of a prefabricated (composite) punch shoe 2 not only contributes to the expansion of the field of application of the considered types of piles by increasing the diameter (cross-sectional size) of the punched wells and driven piles, but also reduces the energy intensity and labor intensity while increasing the reliability of the construction of pile foundations as a whole.

To more reliably prevent water from entering the internal cavity of the casing 1, a waterproof gasket is additionally laid at its contact with the composite shoe punch 2.

Claims (7)

1. A method of arranging a driven pile in a punched well in weak water-saturated soils, which consists in piercing or forcing a well with a casing pipe with a lost shoe-punch in the lower part, having an internal cavity open from above, into which, after the formation of the well, an extension shoe is installed, hard soil material is poured into the casing pipe, into the lower part of it, the casing pipe is lifted to the filling height, a broadened base is formed by ramming hard soil material Using an inventory pile equipped with a removable tip at the end, bulk material is poured over the broadened base or alternately loose and hard soil material, the casing is removed, the reinforced concrete pile is poured into the filled material with the formation of an additional compacted zone around the well, characterized in that punching or hole punching is carried out using a composite punch shoe, including upper and lower parts, when punching or punching a section of the well in the carrier At first, the lower part of the soil is gradually submerged in the lower part of the punch shoe with the end face of the tip attached to the rod or other casing pipe lowered into the casing pipe used for punching or forcing the well, and then the upper part of the punch shoe is immersed in the casing pipe used for punching or pressing wells, in contact with the lower part of the shoe-punch with the formation of a section of the well in the bearing layer of soil to create a broadened base. 2. The method according to p. 1, characterized in that after the formation of the broadened base, a pipe with holes is installed on top of it in the inner cavity of the casing pipe, backfill of bulk material or alternately loose and hard ground material is carried out in the cavity of the pipe with holes, and after filling and removing the casing, is immersed in the pipe with holes of the reinforced concrete pile with the formation of local broadening in the zones of the holes along its perimeter and an additional sealed zone around the pipe with holes. 3. The method according to p. 1, characterized in that for punching or forcing the well using an inventory metal casing pipe, the end of which is inserted into the internal cavity of the composite shoe punch. 4. The method according to p. 1, characterized in that to prevent shedding of the soil when punching or forcing the well in the bearing soil layer, a composite punch shoe with an apron rim covering the upper part of the punch shoe along its lower edge and its lower part along the upper edge and fixed on the lower part, and alternately immersing the upper and lower parts of the punch shoe, providing a gap between these parts of the punch shoe, not exceeding the height of the coverage of the upper part of the punch shoe rim - artukom. 5. The method according to p. 1, characterized in that as a pipe with holes use used metal or polymer barrels without lids and bottoms, welded together by ends with sealing joints. 6. The method according to p. 1, characterized in that as the bulk material using bulk soil material or environmentally friendly industrial waste, close in particle size distribution to sandy soils.

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