Method to erect bearing underground base

FIELD: construction.

SUBSTANCE: method to erect a bearing underground base, including installation of a combination of bearing piles, differing by the fact that in the body of installed piles at one depth corresponding to the planned depth of the erected bearing base, electric discharge gaps are arranged, which are located near the wall of the piles shaft in areas of planned treatment of the piles shaft, afterwards, electric discharge is forcedly organised in electric discharge gaps by means of controlled supply of voltage to electric discharge gaps, which exceeds their breakthrough voltage, to form a zone of pile material discharge around each pile, with compacted soil particles included in it, at the same time pile parameters, distance between them and parameters of electric discharge gaps are selected based on the condition that the pressure at the pile wall arising in case of electric discharge gap breakthrough exceeds the pressure of soil deformation in the area of planned treatment of pile shaft and approach of adjacent piles discharge zones to form a solid bearing base at the specified horizon.

EFFECT: higher reliability of a bearing base for responsible underground structures, provides for accuracy of base strengthening performance.

6 cl, 3 dwg

 

The invention relates to the field of construction and can be used to enhance and devices underground bases and foundations are responsible buildings and structures constructed on soils with low bearing capacity.

For the assessment of novelty and technical level of the invention consider a number known to the applicant of technical means for a similar purpose, which is characterized by a set similar to the invention of the characteristics known from the information made public before the priority date of the invention.

There is a method of construction of piles and strengthen their grounds, which includes the formation of a hole, filling the hole with gravel and/or sand, vibroplate material, a portion of which is poured on the bottom of the well, is lowered into the well fibroscan and in the mode of low-frequency oscillations 6-15 Hz and high amplitude 3-20 mm shall utrambovyvaya gravel and/or sand and seal it over the entire height and area, and vibroisolating of vibroshena carried out at high frequency oscillations 20-45 Hz) and low amplitude of 0.3-1.5 mm When working on unstable soil before filling the hole with loose it immersed the casing, and after filling the hole with loose produce partial vyhloubene casing and carry out utrambovyvaya material in the soil below the base about adney pipe, then again bury the casing and at high frequency oscillations 20-45 Hz) and low amplitude of 0.3-1.5 mm remove fibroscan, is lowered into the well carcass and produce concreting, see RF patent №2139975.

This solution allows to increase the load bearing capacity of bored piles.

There is a method of construction of bored piles in the ground, comprising performing at a distance from each other piles of the first stage and the formation of partially overlapping in terms of piles of the second stage by performing in the soil under the appropriate piles cavities and filling them with concrete, in which the cavity under piles of the second stage is accomplished by the formation of holes and the subsequent placement and detonation of explosive substances, see A.S. USSR №1730355.

A known method of construction of the package of bored piles for underground structures by drilling them split wells at a distance smaller than their diameter, their subsequent concreting, with the odd piles are made of concrete, and even additionally reinforced with rebar framework, the diameter of the frame perform 10-15% smaller than the diameter of the even-numbered column, see RF patent №2094567.

The main disadvantages of the above methods is the complexity of construction and the lack of ecological purity. In addition, when the explosion of the explosive will obrazovyvalis the wells of different diameters depending on the density and water saturation of the soil around the borehole, did not provide a calculation of the bearing capacity of the structure.

Known discharge-pulse technology deformation of the pile shaft, the essence of which is that the well is filled with fine-grained concrete or cement mortar is processed by a series of high-voltage electrical discharges. When this occurs electrohydraulic effect, which is molded body piles or root anchor, cemented, compacted surrounding soil. The initial diameter of the hole 130...300 mm as a result of processing the estimated series of digits can be increased, depending on the energy supplied to the well, and hydrogeological conditions of the site, more than 2 times. The surrounding soils are compacted, reduced porosity in the zone of influence of the shock pulse.

The disadvantage of discharge-pulse technology is the Central placement of the discharge gap in the pile, which is effective when the diameters of the piles to 100 mm, to increase the bearing capacity of piles of larger diameter is used the technology of ECHO (slow explosion), creating low-frequency oscillations that are close to the natural frequencies of vibrations of foundations of buildings.

There is a method of electro-deformation of the pile shaft by means of an electric discharge generated in the discharge gap, placed in the tale piles, which is characterized by the fact that the electric discharge gap feature near the wall of the pile shaft at the location of the planned processing of the pile shaft, while the electric discharge in the electric discharge between organized force at the right time by a controlled feed electric discharge gap voltage exceeds the voltage of its breakdown, the parameters of the electric discharge gap is chosen from the condition of excess pressure on the wall of the pile shaft, resulting in the breakdown of the discharge gap, the pressure deformation of the soil in the location of the planned processing of the pile shaft, see the application for the grant of a Russian patent for invention №2011120681.

The disadvantage of all known technologies of underground structures supporting reason is their complexity and lack of reliability of the erection of bearing bases, particularly in weak and water-saturated soils.

Object of the invention is the provision of opportunities for building a solid support base responsible for underground structures, such as underground structures, constructed in water-saturated soils.

The essence of the invention as a technical solution is expressed in the following essential features sufficient to achieve the above provided by the invention a technical result.

The way soo is ugenia bearing underground base, including the installation of a population of bearing piles, characterized by the fact that in the body of the installed piles at the same depth corresponding to the planned depth under construction carrying base, post-discharge periods, which have near the borehole wall piles where they will be processed stem piles, then forcibly arrange the electric discharge in the electric discharge spaces managed by the feed-discharge periods of the voltage exceeding the voltage of their breakdown with formation around each pile area of release material piles incorporating the particles of the compacted soil, and the parameters of piles, the distance between them and the parameters of the electrical discharge gaps is chosen from the condition of excess pressure on the wall the pile shaft, resulting in the breakdown of the discharge gap, the pressure deformation of the soil in the location of the planned processing of the pile shaft and convergence zones ejection of neighboring piles with the formation of a solid support base at a given horizon.

In addition, the invention is characterized by a number of optional features, namely:

in the table piles placed the reflector, which is performed with a form that provides reflected shock front pressure arising from the breakdown of the discharge gap in the side wall of the barrel sweep the area of the planned treatment;

- the distance between the electric discharge gap, the wall of the pile shaft in the area of the planned treatment and the reflector is chosen from the condition of the resonant effects on the wall of the wellbore front pressure resulting from the breakdown of the discharge gap, and the front pressure reflected from the reflector and reached the walls of the pile shaft;

in the pile shaft is placed at least one additional electro-discharge period of time of the electric discharge in the additional electric discharge gap is chosen on the basis of achievements in the place of installation of additional electric discharge period of the maximum wave pressure from the earlier incident of the discharge in the main discharge gap;

- choose the voltage and capacity of the charging circuit of electric discharge gap and its parameters, providing the amount of time electrohydraulic impact on the wall of the pile shaft in the discharge in the electric discharge gap necessary for the emergence of the pile shaft high speed buystrozatuhayuschih pressure wave;

- the above method is implemented by at least two solid load-bearing bases at different horizons.

Achieved by use of the invention the technical result consists in the fact that EN is rgiya managed electrorad leads to deformation of the walls of the shafts of all piles at the right time and the right specially chosen horizon, the zone of emission of material from adjacent piles at least connect or intersect with the formation of a solid support base at a given horizon.

The invention is illustrated in the drawing, in which figure 1 shows a cross-site facilities support base in water-saturated soils in the two horizons, figure 2 is a section along the pile shaft, which has a discharge gap and the reflector, figure 3 - managed supply voltage on the discharge gap.

In the drawings, the positions indicated: piles 1, water-saturated soil layer 2, level bearing horizon 3, the electric discharge spaces 4, the reflector 5, a controlled spark gap 6, the cumulative capacity of 7, release 8 material piles, connected to the power source.

The method is implemented as follows.

First install the totality of bearing piles 1 of relatively small diameter, passing through the water-saturated layer of pound 2 to level load-bearing horizon 3. In the body of the installed piles 1 at the same depth corresponding to the planned depth under construction carrying base, post-discharge gaps 4. Electro-deformation of the pile shaft 1 is carried out using controlled electric discharge generated in the discharge gap 4, is placed in the barrel of the IAS is 1. Electric discharge gap 2 is placed in the pile shaft, for example, near the wall of the pile shaft 1 in the location of the planned processing of the barrel between the barrel wall piles and the reflector 5. The parameters of the electrical discharge gap 4 choose from a condition of excess pressure on the pile shaft 1, resulting in the breakdown of the discharge gap 4, the pressure deformation of the soil in the location of the planned processing of the pile shaft 1. As a result, around each pile 1 is formed zone 8 release material piles incorporating the particles of the compacted soil. The parameters of the pile 1, the distance between them and the parameters of the discharge intervals 4 to choose from a condition of excess pressure on the wall of the pile shaft, resulting in the breakdown of the discharge gap 4, the pressure deformation of the soil in the location of the planned processing of the pile shaft and convergence zones 8 release neighboring piles with the formation of these solid support base at a given horizon.

In the pile shaft can be placed at least one additional electric discharge gap 4. The distance between the electric discharge gap 4, the pile shaft 1 and the reflector 5 is chosen from the condition of the resonant effect on the barrel 1 hole front pressure resulting from the breakdown of the discharge gap 4, and the front pressure reflected from the reflector 5 and ostiglia wall of the pile shaft. Electrical circuitry that implements a voltage on the discharge gap 4, includes a controlled discharger 6 and accumulation tank 7 connected to the power source.

The claimed method allows the placement of the discharge gap 4 (or multiple spaces), both perpendicular and parallel to the axis of the pile or at an angle, a distance from the walls of the piles, which have the required deflection. The reflector 5 is used to redirect a portion of the wave reaching to the center of the pile and create resonance with the wave of pressure from the discharge gap 4, which acts directly on the wall of the barrel 1 of the piles.

When placed in the trunk of a pile of two or more discharge spaces 4 becomes possible to form the fronts of pressure rise and increase processing efficiency. Resonance effects on the wall of the pile shaft 1 front pressure resulting from the breakdown of the discharge gap 4, and the front pressure reflected from the reflector 5 and reached the borehole wall piles, increase the effectiveness of the technology. Additional electric discharge intervals 4 to allow formation of the desired profile of the pile shaft. The choice of the value of time electrohydraulic impact on the wall of the pile shaft 1 as a result of discharge in the electric discharge gap 5 allows organizovat in the pile shaft high speed lystrosaurus pressure wave, which does not result in significant and especially dangerous impacts related to soils at a distance more than 1 m from the treatment area of the pile shaft.

The claimed method allows the formation of several solid load-bearing bases at different horizons.

The industrial applicability of the claimed technical solution is confirmed by the well-known and described in the application means and methods by which it is possible to implement the invention as it is characterized in the claims.

1. The method of construction of the bearing underground bases, including the installation of a population of bearing piles, characterized in that in the body of the installed piles at the same depth corresponding to the planned depth under construction carrying base, post-discharge periods, which have near the borehole wall piles where they will be processed stem piles, then forcibly arrange the electric discharge in the electric discharge spaces managed by the feed-discharge periods of the voltage exceeding the voltage of their breakdown with formation around each pile area of release material piles incorporating the particles of the compacted soil, and the parameters of piles, the distance between them and the parameters of the electrical discharge gaps choose in the conditions of excess pressure on the wall of the pile shaft, resulting in the breakdown of the discharge gap, the pressure deformation of the soil in the location of the planned processing of the pile shaft and convergence zones ejection of neighboring piles with the formation of a solid support base at a given horizon.

2. The method according to claim 1, characterized in that the pile shaft place the reflector, which comply with the form, providing the reflected shock front pressure arising from the breakdown of the discharge gap in the side wall of the pile shaft in the area of the planned processing.

3. The method according to claim 2, characterized in that the distance between the electric discharge gap, the wall of the pile shaft in the area of the planned treatment and the reflector is chosen from the condition of the resonant effects on the wall of the wellbore front pressure resulting from the breakdown of the discharge gap, and the front pressure reflected from the reflector and reached the walls of the pile shaft.

4. The method according to claim 1, characterized in that the pile shaft is placed at least one additional electro-discharge period of time of the electric discharge in the additional electric discharge gap is chosen on the basis of achievements in the place of installation of additional electric discharge period of the maximum wave pressure from the earlier discharge occurred mainly electrolaser the bottom frame.

5. The method according to claim 1, wherein the select voltage and the capacitance of the charging circuit of electric discharge gap and its parameters, providing the amount of time electrohydraulic impact on the wall of the pile shaft in the discharge in the electric discharge gap necessary for the emergence of the pile shaft high speed buystrozatuhayuschih pressure wave.

6. The method according to claim 1, characterized in that it is implemented with at least two continuous load-bearing bases at different horizons.



 

Same patents:

FIELD: construction.

SUBSTANCE: device for compaction of soil in drilled pile well bottomhole includes casing pipe, bushing fixed on it with working element pulled through it. Working element is arranged in the form of hollow pipe, at the lower end of which there is a thrust journal and sealing attachment, and at the upper end there are upper and lower supports and inertial mass, placed on hollow pipe between upper and lower supports with sliding fit.

EFFECT: improved bearing capacity of drilled piles erected in watered and soft soils.

4 dwg

FIELD: construction.

SUBSTANCE: method of drilled pile manufacturing includes well arrangement in soil. Supply of material into it. Compaction of soil under lower end of formed pile. In process of soil compaction, in the base of formed drilled pile with parametres equivalent to driven pile, its conventional camouflet cavity is arranged with diametre Dkp equal to diametre of dzs equivalent to driven pile, where: dzs - diametre (m) of equivalent driven pile. DkP - diametre (m) of conventional camouflet cavity produced in soil as it is displaced under lower end of formed drilled pile, by means of supply of controlled material volume to fill conventional camouflet cavity according to the following dependence : where V is controlled volume (m3) of material spent for filling of conventional camouflet cavity produced in soil due to its displacement into pile foundation. As well is filled with material in the form of hardening mix, preferably plastic concrete mix, diametre of equivalent driven pile is identified according to dependence , where dzs - diametre (m) of equivalent driven pile. Dskw - diametre (m) of well; Δh - measured value of subsidence (m) of plastic concrete mix in well as conventional camouflet cavity produced due to displacement of soil under lower end of formed pile is being filled. And in order to produce drilled pile with parametres of driven one of the same diametre, soil is treated in the lower end of pile till material subsides, preferably concrete mix, in well by value, which is compared with the one defined from the following ratio: Δh/Dskw=0.4. Besides in the lower end of well soil is exposed to forces, and their sufficiency is controlled (assessed) by flow of material additionally supplied to well in process of soil treatment, and its volume is identified according to formula , where Dskw - diametre (m) of formed pile. Besides in well reinforced with casing pipe, dynamic actions at soil are carried out until material subsidence value in casing pipe makes at least the following: , where Δhtr is subsidence (m) of material in casing pipe. Dskw - diametre (m) of well. Dfr - inner diametre (m) of casing pipe. Dynamic actions at soil in lower end of formed pile are carried out to achieve conventional failure, which is represented by material subsidence of not more than 2 mm in process of the last action, and when soils are compacted by electric explosions in pile foundation with application of electrode system, dynamic treatment is interrupted provided that electrode system freely installed on bottomhole in process of electric explosion sinks by not more than 1-2 cm, and in process of soil dynamic treatment at least one additional camouflet expansion is created along pile length, preferably, in zones of well opening of soils that are most pliant to compaction, which is detected by reaction of soil to test dynamic actions performed along pile length.

EFFECT: development of drilled piles with bearing capacity by soil, same as for driven piles, with minimum possible usage of resources and maximum possible usage of properties inherent in massif of soil that contains pile.

7 cl

Driven pile // 2386748

FIELD: construction.

SUBSTANCE: invention is related to construction, in particular to pile foundations. Driven pile consists of shaft with axial hole, sharpened tip with circular base and conusoidal shell with spike, cavities inside shell filled with hardening solution. There is a threaded hole in tip base, which is closed with threaded plug with stem. Tip shell is rumpled with submergence force after removal of threaded plug and additional submersion of pile. For additional increase of bearing capacity there is an elastic shell on lower part of shaft with facilities for fixation of its upper and lower ends; cavity between elastic shell and shaft surface; protective jacket with facilities of its fixation of shaft, which slides in radial direction and embraces elastic shell. There is a radial hole in shaft, which connects longitudinal hole with specified cavity transformed into support belt after the pile has been submerged at the specified depth, the cavity has been filled with hardening solution via holes in shaft and the solution has hardened.

EFFECT: improved bearing capacity of hollow piles.

4 cl, 7 dwg

FIELD: oil-and-gas.

SUBSTANCE: invention related to construction, particularly can be used for bored piles with enlarged base arrangement. The method includes hole boring, hole opening with mechanical clampshell enlarger, reinforced cage installation and filling in the hole with concrete mixture. Developing enlargement with ration of enlargement diametre to hole diametre, equal de/dh≥2 with rotation velocity equal n=20-100 revolution per minute, dependant on ground conditions. After covering distance 0.8 h, where h - height of enlargement, stop axial supply of boring media and at that level, during 3-5 revolutions execute enlargement base cleaning, and ground collector and voids between enlarger blades complete filling. Turn on axial supply and execute boring till enlargement total height and enlargement blades closure. Take away enlarger, then concrete enlarged base, install reinforced cage and complete bored piles arrangement with concreting its core.

EFFECT: method of bored pile arrangement efficiency increase and hole enlarger design improvement, hole enlarger reliability increase, easing of ground withdrawal out form ground collector and better quality of constructed bore pile.

4 cl, 3 dwg

FIELD: construction industry.

SUBSTANCE: invention refers to construction industry and namely to construction of bearing piles in ground rock. Device for making multi-layer sealed pile in ground rock includes, in the combination, elongated hollow tube having longitudinal axis, upper inlet end for material, open lower discharge end for material and diametre of the first external surface and common formed lower head element at open discharge end, which has diametre of the second external surface, which is more than diametre of the first external surface and made with the possibility of transmitting combination from axial and transverse stress components when hollow tube is lowered. Head element consists of common attachment to hollow tube; at that, head element includes lower driving end which in general has configuration of flattened cone between head element of external surface and lower discharge hole made in the lower driving end, and back end having in general the configuration of flattened cone, and cap of the head element covering lower discharge hole. Lower head element with the cap and hollow tube are formed for being introduced into ground rock and for displacing the earth when hollow tube with lower head element and the above cap is lowered into ground rock so that a cavity is formed in ground rock. The cap is at least partially removed from lower discharge hole when hollow tube is then lifted from the formed cavity in order to perform passage of material through lower discharge hole to the cavity section released with hollow tube and lower head element. The latter has the form of cross section and the sizes which are more than the shape of cross section and sizes of hollow tube in order to decrease friction forces on hollow tube when penetrating into ground rock and being removed from it.

EFFECT: improving reliability of the pile and capacity and production effectiveness of piles.

34 cl, 26 dwg

FIELD: construction.

SUBSTANCE: invention is related to methods for arrangement of pile foundations for structures, to pile foundations and shell structure for creation of widened foot for pile foundations. Method for creation of pile foundation for structures, according to which the following stages are executed on site to arrange the mentioned foundation - well for installation of foundation pipe is drilled with the help of the first auger drill. The following section is drilled under lower end of installed foundation pipe. Cavity is arranged in the specified section by means of scraper and pressure of water jet. Loose soil is removed from specified cavity by mentioned first drill. Pipe for set of tools and accessories with the second auger drill and flexible shell that envelopes the lower part of the second specified drill is lowered through foundation pipe into lower part of specified section. Excess pressure is built up in specified shell, and moulding material is injected into specified cavity, surplus of which is then removed by the second auger drill. After mentioned material hardens, the specified shell is blown off and removed via specified foundation pipe. Reinforcing device is lowered into foundation pipe. Concrete material is poured into foundation pipe, at that specified cavity is filled, and specified reinforcing device is embedded into concrete, thus creating widened foot for foundation pipe. Versions of method and pile foundation are also stated.

EFFECT: higher stability and resistance to compressing and stretching forces, lower material intensity.

5 cl, 26 dwg

FIELD: building.

SUBSTANCE: invention refers to building, in particular, to strengthening of the bases under the basements. The way of strengthening of the basement erected on waterlogged priming coats and near to the located constructions includes supply of early strength concrete in the metal tubing established in driven wells, drilled through a basic part of the basement and a ground. Pipes are made with the welded boots, in pipes lower explosive charges and fill with early strength concrete, then the explosive charges are detonated, remaining hollownesses of driven wells and pipes are filled with early strength concrete.

EFFECT: provision of reliable strengthening of the basements erected in waterlogged priming coats and near to located constructions; increase of load-carrying capacity.

2 dwg

FIELD: construction, particularly bored piles with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: method involves drilling well; filling the well with concrete mix and non-detonating composition including fuel and oxidizer; igniting non-detonating composition by applying low-voltage pulse to electric igniter and combusting non-detonating composition in deflagration regime to create camouflet void with following concrete mix hardening. The fuel is solid hydrocarbon selected from polyethylene, polypropylene and polystyrene. The oxidizer is sodium or potassium chlorate. Non-detonating composition is supplied in well before well filling with concrete mix.

EFFECT: decreased pile production time due to accelerated concrete mix hardening and improved produced pile quality.

6 cl

FIELD: bulkheads, piles, or other structural elements specially adapted to foundation engineering, particularly concrete or concrete-like piles cast in position with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: reinforcement device is used to erect pile foundation with the use of foundation pile having at least one longitudinal cavity. Reinforcing device comprises a number of joined reinforcement members hingedly connected with central annular member located so that reinforcement device may be collapsed during installation and erected during device usage. Reinforcement device is connected to pile by at least one member working in tension. Foundation pile reinforced with the use of said device and method for foundation pile driving and pile bottom reinforcement are also disclosed.

EFFECT: increased uniformity of reinforcement distribution over pile bottom, improved compression and stretching force damping, decreased labor inputs and material consumption.

36 cl, 25 dwg

Bearing pile // 2251609

FIELD: building, particularly for constructing foundations of various building structures.

SUBSTANCE: bearing pile comprises head, rod and tip fixed to embedded rod part by embedded member. The tip is formed of thermoplastic concrete and has electric heater located inside the tip. Electric heater heats the tip after driving thereof into ground as far as it will go to obtain softening temperature of 80-150°C. Then the pile is fully driven in ground. Electric heater wires are placed in tube in longitudinal rod direction and brought outside under pile head for connection thereof with electric power source.

EFFECT: increased load-bearing pile capacity due to provision of widened pile tip support area.

2 cl, 5 dwg

Bearing pile // 2251609

FIELD: building, particularly for constructing foundations of various building structures.

SUBSTANCE: bearing pile comprises head, rod and tip fixed to embedded rod part by embedded member. The tip is formed of thermoplastic concrete and has electric heater located inside the tip. Electric heater heats the tip after driving thereof into ground as far as it will go to obtain softening temperature of 80-150°C. Then the pile is fully driven in ground. Electric heater wires are placed in tube in longitudinal rod direction and brought outside under pile head for connection thereof with electric power source.

EFFECT: increased load-bearing pile capacity due to provision of widened pile tip support area.

2 cl, 5 dwg

FIELD: bulkheads, piles, or other structural elements specially adapted to foundation engineering, particularly concrete or concrete-like piles cast in position with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: reinforcement device is used to erect pile foundation with the use of foundation pile having at least one longitudinal cavity. Reinforcing device comprises a number of joined reinforcement members hingedly connected with central annular member located so that reinforcement device may be collapsed during installation and erected during device usage. Reinforcement device is connected to pile by at least one member working in tension. Foundation pile reinforced with the use of said device and method for foundation pile driving and pile bottom reinforcement are also disclosed.

EFFECT: increased uniformity of reinforcement distribution over pile bottom, improved compression and stretching force damping, decreased labor inputs and material consumption.

36 cl, 25 dwg

FIELD: construction, particularly bored piles with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: method involves drilling well; filling the well with concrete mix and non-detonating composition including fuel and oxidizer; igniting non-detonating composition by applying low-voltage pulse to electric igniter and combusting non-detonating composition in deflagration regime to create camouflet void with following concrete mix hardening. The fuel is solid hydrocarbon selected from polyethylene, polypropylene and polystyrene. The oxidizer is sodium or potassium chlorate. Non-detonating composition is supplied in well before well filling with concrete mix.

EFFECT: decreased pile production time due to accelerated concrete mix hardening and improved produced pile quality.

6 cl

FIELD: building.

SUBSTANCE: invention refers to building, in particular, to strengthening of the bases under the basements. The way of strengthening of the basement erected on waterlogged priming coats and near to the located constructions includes supply of early strength concrete in the metal tubing established in driven wells, drilled through a basic part of the basement and a ground. Pipes are made with the welded boots, in pipes lower explosive charges and fill with early strength concrete, then the explosive charges are detonated, remaining hollownesses of driven wells and pipes are filled with early strength concrete.

EFFECT: provision of reliable strengthening of the basements erected in waterlogged priming coats and near to located constructions; increase of load-carrying capacity.

2 dwg

FIELD: construction.

SUBSTANCE: invention is related to methods for arrangement of pile foundations for structures, to pile foundations and shell structure for creation of widened foot for pile foundations. Method for creation of pile foundation for structures, according to which the following stages are executed on site to arrange the mentioned foundation - well for installation of foundation pipe is drilled with the help of the first auger drill. The following section is drilled under lower end of installed foundation pipe. Cavity is arranged in the specified section by means of scraper and pressure of water jet. Loose soil is removed from specified cavity by mentioned first drill. Pipe for set of tools and accessories with the second auger drill and flexible shell that envelopes the lower part of the second specified drill is lowered through foundation pipe into lower part of specified section. Excess pressure is built up in specified shell, and moulding material is injected into specified cavity, surplus of which is then removed by the second auger drill. After mentioned material hardens, the specified shell is blown off and removed via specified foundation pipe. Reinforcing device is lowered into foundation pipe. Concrete material is poured into foundation pipe, at that specified cavity is filled, and specified reinforcing device is embedded into concrete, thus creating widened foot for foundation pipe. Versions of method and pile foundation are also stated.

EFFECT: higher stability and resistance to compressing and stretching forces, lower material intensity.

5 cl, 26 dwg

FIELD: construction industry.

SUBSTANCE: invention refers to construction industry and namely to construction of bearing piles in ground rock. Device for making multi-layer sealed pile in ground rock includes, in the combination, elongated hollow tube having longitudinal axis, upper inlet end for material, open lower discharge end for material and diametre of the first external surface and common formed lower head element at open discharge end, which has diametre of the second external surface, which is more than diametre of the first external surface and made with the possibility of transmitting combination from axial and transverse stress components when hollow tube is lowered. Head element consists of common attachment to hollow tube; at that, head element includes lower driving end which in general has configuration of flattened cone between head element of external surface and lower discharge hole made in the lower driving end, and back end having in general the configuration of flattened cone, and cap of the head element covering lower discharge hole. Lower head element with the cap and hollow tube are formed for being introduced into ground rock and for displacing the earth when hollow tube with lower head element and the above cap is lowered into ground rock so that a cavity is formed in ground rock. The cap is at least partially removed from lower discharge hole when hollow tube is then lifted from the formed cavity in order to perform passage of material through lower discharge hole to the cavity section released with hollow tube and lower head element. The latter has the form of cross section and the sizes which are more than the shape of cross section and sizes of hollow tube in order to decrease friction forces on hollow tube when penetrating into ground rock and being removed from it.

EFFECT: improving reliability of the pile and capacity and production effectiveness of piles.

34 cl, 26 dwg

FIELD: oil-and-gas.

SUBSTANCE: invention related to construction, particularly can be used for bored piles with enlarged base arrangement. The method includes hole boring, hole opening with mechanical clampshell enlarger, reinforced cage installation and filling in the hole with concrete mixture. Developing enlargement with ration of enlargement diametre to hole diametre, equal de/dh≥2 with rotation velocity equal n=20-100 revolution per minute, dependant on ground conditions. After covering distance 0.8 h, where h - height of enlargement, stop axial supply of boring media and at that level, during 3-5 revolutions execute enlargement base cleaning, and ground collector and voids between enlarger blades complete filling. Turn on axial supply and execute boring till enlargement total height and enlargement blades closure. Take away enlarger, then concrete enlarged base, install reinforced cage and complete bored piles arrangement with concreting its core.

EFFECT: method of bored pile arrangement efficiency increase and hole enlarger design improvement, hole enlarger reliability increase, easing of ground withdrawal out form ground collector and better quality of constructed bore pile.

4 cl, 3 dwg

Driven pile // 2386748

FIELD: construction.

SUBSTANCE: invention is related to construction, in particular to pile foundations. Driven pile consists of shaft with axial hole, sharpened tip with circular base and conusoidal shell with spike, cavities inside shell filled with hardening solution. There is a threaded hole in tip base, which is closed with threaded plug with stem. Tip shell is rumpled with submergence force after removal of threaded plug and additional submersion of pile. For additional increase of bearing capacity there is an elastic shell on lower part of shaft with facilities for fixation of its upper and lower ends; cavity between elastic shell and shaft surface; protective jacket with facilities of its fixation of shaft, which slides in radial direction and embraces elastic shell. There is a radial hole in shaft, which connects longitudinal hole with specified cavity transformed into support belt after the pile has been submerged at the specified depth, the cavity has been filled with hardening solution via holes in shaft and the solution has hardened.

EFFECT: improved bearing capacity of hollow piles.

4 cl, 7 dwg

FIELD: construction.

SUBSTANCE: method of drilled pile manufacturing includes well arrangement in soil. Supply of material into it. Compaction of soil under lower end of formed pile. In process of soil compaction, in the base of formed drilled pile with parametres equivalent to driven pile, its conventional camouflet cavity is arranged with diametre Dkp equal to diametre of dzs equivalent to driven pile, where: dzs - diametre (m) of equivalent driven pile. DkP - diametre (m) of conventional camouflet cavity produced in soil as it is displaced under lower end of formed drilled pile, by means of supply of controlled material volume to fill conventional camouflet cavity according to the following dependence : where V is controlled volume (m3) of material spent for filling of conventional camouflet cavity produced in soil due to its displacement into pile foundation. As well is filled with material in the form of hardening mix, preferably plastic concrete mix, diametre of equivalent driven pile is identified according to dependence , where dzs - diametre (m) of equivalent driven pile. Dskw - diametre (m) of well; Δh - measured value of subsidence (m) of plastic concrete mix in well as conventional camouflet cavity produced due to displacement of soil under lower end of formed pile is being filled. And in order to produce drilled pile with parametres of driven one of the same diametre, soil is treated in the lower end of pile till material subsides, preferably concrete mix, in well by value, which is compared with the one defined from the following ratio: Δh/Dskw=0.4. Besides in the lower end of well soil is exposed to forces, and their sufficiency is controlled (assessed) by flow of material additionally supplied to well in process of soil treatment, and its volume is identified according to formula , where Dskw - diametre (m) of formed pile. Besides in well reinforced with casing pipe, dynamic actions at soil are carried out until material subsidence value in casing pipe makes at least the following: , where Δhtr is subsidence (m) of material in casing pipe. Dskw - diametre (m) of well. Dfr - inner diametre (m) of casing pipe. Dynamic actions at soil in lower end of formed pile are carried out to achieve conventional failure, which is represented by material subsidence of not more than 2 mm in process of the last action, and when soils are compacted by electric explosions in pile foundation with application of electrode system, dynamic treatment is interrupted provided that electrode system freely installed on bottomhole in process of electric explosion sinks by not more than 1-2 cm, and in process of soil dynamic treatment at least one additional camouflet expansion is created along pile length, preferably, in zones of well opening of soils that are most pliant to compaction, which is detected by reaction of soil to test dynamic actions performed along pile length.

EFFECT: development of drilled piles with bearing capacity by soil, same as for driven piles, with minimum possible usage of resources and maximum possible usage of properties inherent in massif of soil that contains pile.

7 cl

FIELD: construction.

SUBSTANCE: device for compaction of soil in drilled pile well bottomhole includes casing pipe, bushing fixed on it with working element pulled through it. Working element is arranged in the form of hollow pipe, at the lower end of which there is a thrust journal and sealing attachment, and at the upper end there are upper and lower supports and inertial mass, placed on hollow pipe between upper and lower supports with sliding fit.

EFFECT: improved bearing capacity of drilled piles erected in watered and soft soils.

4 dwg

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