Device for compaction of soil in bottomhole

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

 

The present invention relates to the construction and can be used for the construction of bored piles, including weak and water-saturated soils.

Known methods for devices bored piles (Recommendations for the design and installation of bored piles with soil compaction in the bottom hole. M: Production of experimental workshops VNIIKP of Gosstroy of the USSR, 1982, p.4, 5), including backfilling of gravel, compaction using discharged tamping, the installation of the reinforcing cage, and concreting. Soil compaction in the bottom hole improves piles at the lower end, increases their carrying capacity.

The disadvantage of these methods is the ability of devices bored piles in clay compressible soils above the groundwater level and ability to hold the walls of the well from caving. For water-saturated and weak soils, this technology is not applicable.

Closest to the present invention is a method of construction of bored piles (A.S. USSR №903473, publ. 07.02.82, bull. No. 5), inclusive education in soil wells, the installation of a cylindrical casing, an additional pipe inside the casing pipe, the installation of the tamping additional pipe, the flow of the concrete mix into the bottom of the well via an additional pipe with simultaneous weights h is ne pipes, removing additional pipes, the installation of the reinforcement cage and fill the rest of the hole with concrete mix to form a trunk with simultaneous extraction of the casing.

The method according to A.S. No. 903473 allows you to get the broadening of the pile heel due to the supply of concrete mixture under pressure, which increases the bearing capacity of piles.

However, the most effective is the device of the compacted heel piles using a dry solid material under the direct influence of shock or vibration loads superimposed on the process of static loads. In the known method of solid material used as a component of concrete. Because pressure is created in the upper part of the working body and the concrete mixture has the property of splitting with upward displacement of water, the pressure will be transmitted through the liquid on Pascal's law in all directions without change. In the solid phase, each particle will experience only the compression pressure, but not be pressed into the soil. If in a known way to use dry solid material, there is a danger of jamming it into the cavity of the working body.

Also known device for the construction of piles (Ganichev I.A. the Device of artificial bases and foundations. M, stroiizdat, 1973, p.40-56), include the s casing pipe with a lost Shoe.

The disadvantage of such devices is that their applicability is limited to dry soils.

Closest to the present invention is a device for erecting ramming piles (A.S. USSR №654746, publ. 30.03.79, bull. No. 12), including the casing, fixed inside the tube skip through it betonovoda, drainage tube, one end of which is located in the cavity of the tube, and the other is connected to the pump. The known device makes it possible to erect bored piles under conditions of hydric soils.

The main drawback of the device in A.S. No. 654746 is that it is not possible to arrange bored piles with pre-compaction of the soil in the bottom hole, and use reinforcement cage during pouring.

The technical problem to be solved by the proposed method and device is to increase the bearing capacity of bored piles constructed in watery and weak soils.

The problem is solved in that in the method of construction of bored piles, including education in the soil wells, installation of well casing pipes, installation of the casing pipe of the working body and the compaction of soil in the bottom hole, removing the working body, the installation of the reinforcement cage and fill the rest of the hole with concrete mix with simultaneous izvlecheny the m of the casing, the installation of the casing takes place simultaneously with the formation into the bottom wells, and soil compaction in the bottom hole is carried out by dosing in the area of the sealing rigid material and ramming.

The proposed sequence of operations will significantly improve the bearing capacity of bored piles, arranged mostly in a weak and water-saturated soils.

The proposed device for soil compaction solved the same technical problem - increasing the bearing capacity of bored piles constructed in watery and weak soils.

The problem is solved in that the device for soil compaction, including the casing and fixed inside the sleeve skip through it a work body work body in the form of a hollow tube, at the lower end of which is fixed heel and sealing the nozzle, and the upper end of the upper and lower stops and inertial mass are placed on the hollow tube between the upper and lower stops with a sliding fit.

The proposed design of the working body allows you to create a reliable sealing of the borehole bottom by compacting the soil of the hard material. This prevents jamming of material in the casing pipe and the loss of kinetic energy of a falling body, outside of the well.

Offer the invention is illustrated by drawings, where 1, 2, 3, 4 is a flow diagram of devices bored piles.

The proposed method is as follows.

1 shows a borehole drilled through the casing 1, provided with a screw 2 and bit 3. The figure shows the level 4 water content of the soil, which is above the borehole bottom.

Figure 2 presents the proposed device in the initial position. The device includes installed in casing pipe 1 guide sleeve 5, through which with a sliding fit with a work body in the form of a pipe 6, into the cavity which poured dry rigid material 7 in the form of gravel, pebbles preferably calibrated size. On the lower end of the pipe 6 is installed heel 8 in the form of a cross, which is to reduce sedimentation in the spilling through her material side surfaces of sloping sites (item 8 in figure 3 taken separately). On the lower end of the pipe 6 by welding fixed sealing the nozzle 9 in the form of a segment of a cylindrical tubes, plugged with two sides: a top ring, a bottom surface of a truncated cone with an angle at the base of 10-15 degrees. Conical surface allows for the seal to restrict the flow of material to the periphery of the casing 1 so as to form a sealed core in the centre of wells, excluding such clicks the zoom ingress of material between the walls of the casing and sealing the nozzle 9. To prevent the suction nozzle in the soil's surface, it is advisable to punch.

Percussion device node is made in the form of inertial mass 10, equipped with a sliding fit on the pipe 6 between the bottom 11 and top 12 stops installed in the upper part of the tube 6.

In the case of the vibration compacting the soil after application of process static load 10 in the upper end of the pipe 6 set the vibrator 13.

The proposed device operates, and the method is as follows.

Drill hole, using for this purpose the casing 1 by a screw 2 and bit 3. This installs the casing 1 in the well. After drilling the bit 3 is extracted, and the casing 1 through the guide sleeve 5 (figure 2) with a sliding fit to another set working body 6, the cavity of which poured dry solid material 7. The inertial mass 10 by means of the loading device (not shown) always pick up and drop from a strictly fixed mark h, introducing thus the material 7 in the ground. If the seals have any sagging of the pipe 6, with the following rise of the inertial mass 10 to the level of h will rise and the pipe 6. When lifting pipe 6 is the fine feed material 7 in the seal. A portion of the spilled material 7 for each cycle proportional to the value determined is how the difference between the lower and upper positions of the pipe 6. Since the loading device provides lifting and dropping the inertial mass 10 each time with a strictly fixed mark h, the mass of spilled material will depend on how effectively happened seal material 7 into the soil during the previous cycle. This is the dosed supply of material for each cycle of the seal exactly as happened shrinkage of the material. Binding dose to the magnitude of the seal prevents the accumulation of material in the zone of compaction, which can lead to unpleasant consequences - it stuck.

Material 7, spilled under the heel 8, is placed with an angle of repose. During the next blow he razravnivaetsya the crossbar and into the zone of action of the conical sealing surface of the nozzle 9.

Monitoring cyclic immersion pipe 6 set:

1. The absence in the pipe 6 to the sealing material 7.

As already noted, when lifting pipe 6 to the level h of the material in the pipe 6 will Wake up under the crushing heel 8. At the time of reset of the inertial mass 10 pipe 6, based on this material will remain at a fixed elevation h. If the material in the pipe 6 has ended, when the reset together with the inertial mass 10 will fall freely and the pipe 6. While its total sediment relative to the level h without d the bulk material 7 in the seal from cycle to cycle will increase.

2. The end seals.

The end of the process corresponds to the time when the sludge pipe after five to seven beats stabilized and is no more than 2 centimeters. With decreasing intensity seals (at the approach to the end) you want to restrict the flow of material 7 into the pipe 6. The ideal situation is when the end seal and the completion of the material 7 in the pipe 6 occur at the same time.

Along with the shock compaction during the construction of piles can be used vibratory compaction when applying for the process static load (for example, using the inertial mass 10). To do this, at the end of the tube 6 has a vibrator 13. When turning on the vibrator 13 is a sealing material 7 and the corresponding subsidence of the pipe 6. As under shock loading, as the seal vibration from time to time it is necessary to make fine feed material 7 in the area of the seal by lifting the pipe 6 on the mark, not exceeding the value of h. The maximum height of the sagging of the pipe in which it is necessary to repeat the filling material 7 should be no more than 10-15 centimeters below h.

Figure 4 shows the final stage of construction of bored piles.

After the formation of the condensed zone 14 working body of the casing 1 is extracted, pumped water, set the Armat is 15 and produce filling the hole with concrete mix 16 with simultaneous extraction from the well casing 1. Since the specific weight of the concrete mix is 2.5 times the weight of water remaining between the outer wall of the casing 1 and the borehole wall, the water is squeezed out and the entire volume of the well as lifting of the casing 1 is filled with concrete.

Device for compaction of soil in the bottom hole bored piles, including the casing, fixed inside the sleeve skip through it working body, characterized in that the working body in the form of a hollow tube, at the lower end of which is equipped with heel and sealing the nozzle, and the upper end of the upper and lower stops and inertial mass are placed on the hollow tube between the upper and lower stops with a sliding fit.



 

Same patents:

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

The invention relates to the construction of pile foundations of bored piles in silty-clay soils

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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