Method of installing tubular pile in permanently frozen earth

FIELD: construction industry.

SUBSTANCE: method of installing tubular pile in permanently frozen earth involves rotation of pile and its simultaneous vertical movement under influence of pressing axial load applied to the pile. At that speed of vertical pile movement Vm, value of pressing axial load Pt and angular speed of pile rotation ω are controlled using a nomogram built in logarithmic coordinate system wherein along x-axis there marked are magnitudes of the value (athth) that comprises the ratio of thermal conductivity of thawed earth ath to thickness of thawed earth seam under pile edge δth, and along y-axis there marked are values of speed of vertical pile movement Vm. Nomogram consists of two families of Vm-vs-(athth) curves based on calculations of thermal, mechanical and hydrodynamic processes when installing the pile. The above nomogram provides the possibility of choosing the speed of vertical pile movement Vm, depending on pile size and specific earth properties, when Pt and ω are available, as well as the possibility of choosing pressing axial load Pt and angular speed of pile rotation ω when Vm and ath, δth are available.

EFFECT: improving the accuracy of parametrisation of pile installation mode.

3 cl, 2 dwg

 

The invention relates to the field of construction, namely for the construction of pile load-bearing structures in permafrost soil.

Currently very promising is produced without drilling termoyadernyi the immersion hollow tubular piles in permafrost soil, which simultaneously produce the thawing of permafrost and the sinking of piles, carried out by transmission on a pile of torque and axial force pressing [see, for example, SU 1666674, EN 2109881].

In the process of pile is rubbing her butt and the side surface of the ground, accompanied by the conversion is transmitted to the pile of mechanical energy into heat energy and thawing accommodated and the surrounding soil, which is squeezed out from under the end of the pile under the action of axial forces.

Main parameters determining the mode of immersion under way, are the parameters characterizing transmitted to the pile torque and axial force, such as the angular velocity of rotation of the piles, the amount of pressing of the axial load, the magnitude or speed of the vertical axial piles. These settings affect the process of heat in the heating zone of the soil and submerged piles and given its size depends on the physico-mechanical and thermophysical properties of a particular soil. When specified with the s mode settings dives must be interconnected with each other so that to the thawed due to the impact of heat flux and extruding under the applied axial force, the soil could be removed from under the edge of the pile as it dives into the ground. Thus, when implementing this method of pressing is the problem of choosing the optimal parameters that determine the mode of the pile.

There is a method of immersing the tubular piles in permafrost soil [EN 2199627], including the rotation of the pile with its simultaneous vertical flow under the action applied to the pile axial pressing load, which is selected by the authors as the nearest equivalent.

In this way, including the rotation of the pile with its simultaneous axial direction under the action applied to the pile pressing axial load, regulate the magnitude of axial piles, pressing the axial load and the angular velocity of rotation of the piles using dependency tailored to the size of the piles and physico-mechanical and thermal properties of the soil.

The magnitude of the axial h is determined from the ratio

where h is the axial feed, mm/Rev,

PTthe amount of pressing of the axial load, kgf,

f - coefficient of friction of steel on the ground,

k is thermal equivalent of the work, Kal/KGM,

k1- specific heat of ice, cal/g,

<> t° - the temperature of the frozen ground, °C

k2- heat of ice fusion, cal/g,

q is the specific weight of ice, g/mm3,

kLis the coefficient of listorti frozen ground,

δStthe wall thickness of the pile, mm,

δ' - end extension plane of the zone of friction due to radial beating the pipe end.

The magnitude of the angular velocity of rotation of the pile ω determine in a known manner, for example, based on relating the amount of axial h and the specified performance of the pile when using specific equipment.

In that case, if certain specified angular speed of rotation of piles ω exceeds the maximum allowable design value, increase the value of the axial h by changing the parameters RT, f and/or δand again determine the magnitude of the angular velocity of rotation ω on the above dependencies, performing these manipulations until then, until it finds a value of the angular velocity piles ωlying in the acceptable range.

In this way the parameters of the dive mode is determined on the basis of thermal interaction of the lower end of the tubular piles with the annular surface of the substrate under the condition of maintaining the specified contact. However, in this method, calculation of parameters of R is the bench dip is not taken into account their relationship with the hydrodynamic processes of movement of the layer of thawed soil at the end face and lateral surface of the pile, which reduces the accuracy of the choice of the parameters of the dive mode.

The objective of the proposed method is to improve the accuracy of the mode options in the pile.

The essence of the invention lies in the fact that the immersion tubular piles in permafrost soil, including the rotation of the pile with its simultaneous vertical flow under the action applied to the pile pressing axial load mode settings pile regulate using dependency tailored to the size of the piles and physico-mechanical and thermal properties of the soil. According to the invention as adjustable parameters mode pile using the vertical speed of the feed piles Century, the amount of pressing of the axial load PTand the angular velocity of rotation of the pile ωthat define using nomograms constructed in logarithmic coordinate system in which x-axis values (athth), which represents the ratio of thermal diffusivity of the soil in a thawed condition athto the thickness of the layer of thawed soil under the butt of the pile δthvarying in the range from 1 to 1000 m/h, in the y-axis of the deferred value of the velocity of the vertical feed piles Century, which varies from 1 to 100 m/h, while the nomogram contains two families is TBA graphical dependencies V p from the values (a thth), the first of which is a collection of graphical dependencies

V p=A·[1/(athth)3],

built at constant, but different values of the function And set the range ln A=1÷9,

and the second is a collection of graphical dependencies

built at constant, but different function values In the specified range In=1,5÷2000,

and function And is determined by the mathematical dependence has the form

A=1200(PT·FT)·(ath3/ν·ρth·δST2), m4/h4,

where

RT - magnitude pressing axial load, N,

Fň - end area of pile, m2,

ν - kinematic viscosity of thawed soil, m2/h

ρth- density ottange soil, kg/m2,

δStthe wall thickness of pile, m,

and function In the mathematical dependence has the form

B=[π·ω·DST·(RT/FT)·tgϕ]/[(LAbout·(Wtνt-Ww)·ρd-Tz·Cf], m/h

where ω - the speed piles, 1/s,

D - diameter piles, m,

Fň - end area of pile, m2,

ϕ - the angle of internal friction of thawed soil is,

Lo=3,35·105specific heat of phase transitions of ice-water, j/kg,

Wtvt - total moisture content of frozen soil, %,

Ww - the soil moisture content due to unfrozen water, %,

ρdthe dry density of soil, kg/m3,

Tz - the average depth of pile temperature of the frozen ground, °C

Cfthe heat capacity of the frozen ground, kcal/°·m3.

In the particular case of carrying out the invention (when the decision of the "direct" problem) for the given values of axial pressing load of the RT and the speed of rotation of piles ω find the desired vertical speed feed piles Century graphic way, which by the above mathematical dependences for functions and determine their specific values at the known dimensions of the piles and included in those mathematical dependences of the parameters characterizing the physico-mechanical and thermophysical properties of a particular soil, put the specific values of the functions a and b on the field nomograms in the form of segments of a graphical dependencies, parallel graphical dependencies families nomograms, and take as the desired speed vertical feed piles Century the ordinate of the intersection point of these segments graphical dependencies.

In the particular case of carrying out the invention (when solving the "inverse" problem) given karasti vertical feed piles Century and known parameters of a specific soil a thand δthfind the required value of the axial pressing load of the RT and the speed of rotation of piles ωwhy calculate a particular value (aththmany of the points on the axes nomograms corresponding to a given speed vertical feed piles Century and the computed value (athth), restore the perpendiculars to the axes, find the point of intersection of these perpendiculars on the field nomograms, determine corresponding to the specified point of intersection of the specific functions and values of ln A, which find particular value of the function A, then according to the above mathematical dependences for functions a and b determine the desired values pressing the axial load of the RT and the speed of rotation of piles ω.

Brand new in the claimed method is used as described above nomograms for the regulation of the above desired parameters of the mode of immersion, that is, to select any of them, at the fame other depending on the size of the piles and the properties of a particular soil. On the basis of curve families nomograms based on carried out by the authors of the claimed invention, calculations of thermal, mechanical and hydrodynamic processes when submerged piles, based on the results of EC is pilot-theoretical analysis termoyadernogo of immersion.

In the calculations of thermal interaction of submerged piles with a capacity of soil and hydraulic calculations of the motion of a layer of thawed soil at the end face and lateral surface of the piles was studied communication mode settings diving with value δth- thick layer of thawed soil under the butt of the pile.

Under the action of heat flux soil under the butt of the pile thaws, and the thawed soil under the action of axial pressing load RT is squeezed out from under the end of the pile, helping her to dive into the ground. The processes of thawing of the soil and its removal are in dynamic equilibrium, characterized by a thickness of δthdetermined in turn by the speed of thawing soil (speed vertical feed piles Century), the axial pressing load RT and hydraulic resistance during extrusion of melted mass from under the side of the pile. When reducing δththe rate of thawing of the soil (vertical speed feed piles V p) increases, and the temperature of the soil at the end of the pile decreases. As more δththe specified temperature is increasing and the speed of vertical filing piles Century falls. Slimming δthis achieved by increasing the axial pressing load of Tajikistan and the creation of conditions for the eventual removal of the thawed soil for allowanee space.

OS is the Finance made by the authors of the studies and calculations were obtained two kinds of dependencies, connecting the mode setting dip V p and the value of δth:

and

,

where

and

which includes a wide range of the above values, determining the dimensions of the piles and physico-mechanical and thermal properties of the soil. In equation (1) includes a mode setting dip RT, as in equation (2) - mode settings immersion RT ω.

Used in the claimed method nomogram is a solution in graphical form the above system of equations (1) and (2) with respect to V p and δth.

The parameters V p and (athth), where aththermal diffusivity of the soil in a thawed state, the axes are logarithmic coordinate system, in which built the nomogram, and change accordingly in the range from 1 to 100 m/h and from 1 to 1000 m/h Specified limits of these parameters may correspond to the valid ranges of the functions a and b, respectively, ln A=1÷9 and B=1,5÷2000, which were obtained by the substitution in the function and all possible values of their constituent values that these variables can take in practice.

Thus, the inventive method allows to determine the parameters of the mode of preparing the texts with high accuracy, since they are using nomograms based on the construction of families of curves which, as well as the basis of graphic calculation of points applied to its field, based on taking into account a large number of interrelated parameters and quantities characterizing thermal and mechanical and hydrodynamic processes in the pile.

Figure 1 presents an example of executing nomograms and determine the required vertical speed feed piles V p for the given values of axial pressing load of the RT and the speed of rotation of piles ω (direct task); figure 2 presents an example of executing nomograms and determine the required quantities pressing axial load RT and the speed of rotation of piles ω if at a given speed vertical feed piles Century and known parameters of a specific soil andthand δth(inverse problem).

The method is as follows.

In the logarithmic coordinate system, in which the abscissa shows the delay values (athth), which represents the ratio of thermal diffusivity of the soil in a thawed state andthto the thickness of the layer of thawed soil under the butt of the pile δththat changed in the range from 1 to 1000 m/h, and the y-axis delay value of the velocity of the vertical feed piles V p to the e to vary from 1 to 100 m/h, build the first and the second family of graphics dependency V p from the values (athth) by the formulas (1) and (2). The first family dependency (1)which have the form of angled lines, build at constant, but different meanings And varying within ln A=1÷9 and the second family dependency (2)which have the form of curves, build at constant, but different values, which varies In=1,5÷2000.

In the case of determining the vertical speed of the feed pile V p for the given values of axial pressing load of the RT and the speed of rotation of piles ω (if the solution of the direct problem) perform the following steps :

With the known sizes of piles δSt, D and, respectively, calculated Fň known values of RT and ωspecified using the equipment used, the known characteristics of the soil, some of which (aththat ν, ϕand, Lo, Cf) find for a particular type of soil from reference books, and some (ρth, Wtvt, Ww, ρd, Tz) is determined for the particular type of soil in the pre-made geological studies, calculate the calculated values of ln a and b using respectively equations (3) and (4).

On the field nomograms put segments of a straight line and the curve corresponding to the calculated values of ln a and B.

Point is peresechenia plotted on the nomogram of these line segments and curve hold the line, parallel to the coordinate axes. As the desired value V p take the ordinate of the point of intersection of these straight-line segments and curve.

Knowing the abscissa of the intersection point plotted on the nomogram line segments and curve you can determine the value of the δth.

So figure 1 presents an example of direct problem solution, particularly for piles with a diameter of 325 mm and a wall thickness of 8 mm, immersion using a drilling rig, creating axial force RT=103 kN ω=21 rpm frozen loam, meters during thawing.

For the example presented in figure 1, were obtained calculated values of ln A1=6,5 (A1=665) and1=190 m/h

On the field nomograms marked segments of a straight line and the curve corresponding to the calculated values of ln A1=6.5 and B1=190.

From point C1crossing plotted on the nomogram line segments and curve line drawn parallel to the coordinate axes. As the desired speed V p adopted the ordinate of point C1crossing line segments and curve corresponding to values In A1=6.5 and1=190, which is equal to 86 m/h

The abscissa of the point C1has the value (athth)=33 m/h provided that for the considered type of soil ath=1,77·10-3m/h, the parameter δthis velicanu,054· 10-3m (0,054 mm).

In the case of determining the amount of pressing of the axial load of the RT and the speed of rotation of piles ω at a given speed vertical feed piles Century and known parameters of a specific soil andthand δth(when solving the inverse problem) perform the following steps :

To known reference values andthand given (for example, known from practice) values δthcalculate the value (athth). Points on the axes nomograms corresponding to a given speed vertical feed piles Century and the computed value (athth), restore the perpendiculars to the axes and find the point of intersection of these perpendiculars on the field nomograms.

Determine corresponding to the specified point of intersection of the specific function and value of ln A. Knowing the value of ln And determine the specific value of the function A. Then by the above mathematical dependences (3) and (4) for the found values of the functions a and b determine the desired values pressing the axial load of the RT and the speed of rotation of piles ω.

So figure 2 presents an example of solving the inverse problem, in particular, for piles with a diameter of 325 mm and a wall thickness of 8 mm, immersion using a drilling rig, frozen loam, jugoplastika is thawing, with the speed of a vertical feed V p=20 m/h at the parameter values of the soil andth=1,77·10-3m/h and δth=0,085·10-3m (athth=21 m/h).

Points on the axes nomograms V p=20 m/h and (athth)=21 m/h held the perpendiculars to the axes until they intersect at point C2.

Defining the appropriate point C2the values of ln A2=5,27, at the same time2=195 m4/h4and In2=45 m/h

For the found values of functions And2=195 m4/h4and In2=45 m/h desired values pressing axial load and rotation speed of the piles, calculated using (3) and (4)are respectively the values of RT=30,2 kN ω=17/min

1. The immersion tubular piles in permafrost soil, including the rotation of the pile with its simultaneous vertical flow under the action applied to the pile pressing axial loads, this mode settings pile regulate using dependency tailored to the size of the piles and physico-mechanical and thermal properties of the soil, characterized in that the adjustable parameters of the mode of the pile using the vertical speed of the feed piles Century, the amount of pressing of the axial load of the RT and the angular velocity of rotation of the pile ωthat is predelay using nomograms, built in the logarithmic coordinate system in which x-axis values (athth), which represents the ratio of thermal diffusivity of the soil in a thawed condition athto the thickness of the layer of thawed soil under the butt of the pile δthvarying in the range from 1 to 1000 m/h, in the y-axis of the deferred value of the velocity of the vertical feed piles Century, which varies from 1 to 100 m/h, while the nomogram contains two families of graphical dependencies V p from the values (athth), the first of which is a collection of graphical dependencies

V p=A·[1/(athth)3],

built at constant, but different values of the function And set the range ln A=1÷9,

and the second is a collection of graphical dependencies

built at constant, but different function values In the specified range In=1,5÷2000,

and function And is determined by the mathematical dependence has the form

A=1200(PT·FT)·(ath3/ν·ρth·δCB2), m4/h4,

where RT is the amount of pressing of the axial load, N;

Fň - end area of pile m 2;

ν - kinematic viscosity of thawed soil, m2/h;

ρth- density ottange soil, kg/m2;

δCBthe wall thickness of pile, m,

and function In the mathematical dependence has the form

B=[π·ω·DCB·(RT/Fň)·tgϕ]/[Lo·(Wtvt-Ww)·ρd-Tz·Cf], m/h

where ω - the speed of rotation of the pile, with-1;

D - pile diameter, m;

Fň - end area of pile, m2;

ϕ - the angle of internal friction thawed ground;

Lo=3,35·105specific heat of phase transitions of ice-water, j/kg;

Wtvt - total moisture content of frozen soil, %;

Ww - the soil moisture content due to unfrozen water, %;

ρdthe dry density of soil, kg/m3;

Tzaverage depth of pile temperature of the frozen ground, °C;

Cfthe heat capacity of the frozen ground, kcal/(°·m3).

2. The method according to claim 1, characterized in that for the given values of axial pressing load of the RT and the speed of rotation of piles ω find the desired vertical speed feed piles Century graphic way, which by the above mathematical dependences for functions and determine their specific values when known is the actual size of the piles and included in those mathematical dependences of the parameters, characterizing the physico-mechanical and thermophysical properties of a particular soil, put the specific values of the functions a and b on the field nomograms in the form of segments of a graphical dependencies, parallel graphical dependencies families nomograms, and take as required velocity vertical feed piles Century the ordinate of the intersection point of these segments graphical dependencies.

3. The method according to claim 1, characterized in that at a given speed vertical feed piles Century and known parameters of a specific soil athand δthfind the required value of the axial pressing load of the RT and the speed of rotation of piles ωwhy calculate a particular value (aththmany of the points on the axes nomograms corresponding to a given speed vertical feed piles Century and the computed value (athth), restore the perpendiculars to the axes, find the point of intersection of these perpendiculars on the field nomograms, determine corresponding to the specified point of intersection of the specific functions and values of ln A, which find particular value of the function A, then according to the above mathematical dependences for functions a and b determine the desired values pressing axial load RT / min net and the rotation and piles ω .



 

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5 cl, 5 dwg

FIELD: building, particularly to erect load-bearing foundation, to retain installation on ground surface and to drive underwater and ground-surface tunnels.

SUBSTANCE: screw pile comprises metal pipe with helical winding formed on the metal pipe and with concrete head installed on the pipe. Concrete head has thickness equal to 1/4-5 pipe diameters. Metal rods having length equal to that of concrete head are built in the concrete head. The helical winding extends along the full shaft length and is made as helical blade with width equal to 0.5-5 concrete head diameters. The helical winding has conical part formed in lower pile part and extending for the length equal to not more than 1/3 of pile length. Triangular stiffening ribs are distributed over the full helical blade surface and have bases connected with each other and abutting metal pipe. Apexes of the stiffening ribs are located at blade edge. Apex of each stiffening rib is provided with metal rod. Metal rods of stiffening ribs are connected with each other by metal reinforcement members embedded in blade edge. Additional triangular stiffening ribs are created in the blade. The additional triangular stiffening ribs extend transversely to main stiffening ribs and have bases connected with pipe. Additional stiffening ribs have apexes fastened to apexes of corresponding main stiffening ribs. Connection member adapted to connect the screw pile with building structure is located in upper pipe part. The connection member is made as header provided with thread or ribbed reinforced concrete header. Upper part of the header is fitted with hook fixer. Lower part thereof has bolt to provide keyed pile driving means fixation. Screw pile driving method and means, as well as tunneling method or method for underground passage construction by open-cut method with the use of the screw pile are also disclosed.

EFFECT: increased structural load-bearing ability, simplified structure, accuracy and reliability of screw pile driving, as well as possibility to drive pile in densely built-up areas.

5 cl, 7 dwg

FIELD: construction, methods or apparatus for placing sheet pile bulkheads, piles, mould-pipes, or other moulds by screwing down, namely for electric plant mounting.

SUBSTANCE: device comprises frame, guiding pipe with clamp, reduction gear with gear-wheels and bearings. Guiding pipe, driving gear-wheel and bearings are made as two sectional parts and provided with hinges from the first sides and with locks from the second sides thereof to join up all parts in single rigid structure. All hinges are coaxially arranged.

EFFECT: extended field of screw grounding electrode usage during grounding devices installation, increased structural simplicity, decreased weight and costs, increased reliability and operational safety, possibility of device usage in the case of power source absence or in territories unsuitable or unfavourable for another equipment usage.

3 cl, 3 dwg

FIELD: construction industry.

SUBSTANCE: method of installing tubular pile in permanently frozen earth involves rotation of pile and its simultaneous vertical movement under influence of pressing axial load applied to the pile. At that speed of vertical pile movement Vm, value of pressing axial load Pt and angular speed of pile rotation ω are controlled using a nomogram built in logarithmic coordinate system wherein along x-axis there marked are magnitudes of the value (athth) that comprises the ratio of thermal conductivity of thawed earth ath to thickness of thawed earth seam under pile edge δth, and along y-axis there marked are values of speed of vertical pile movement Vm. Nomogram consists of two families of Vm-vs-(athth) curves based on calculations of thermal, mechanical and hydrodynamic processes when installing the pile. The above nomogram provides the possibility of choosing the speed of vertical pile movement Vm, depending on pile size and specific earth properties, when Pt and ω are available, as well as the possibility of choosing pressing axial load Pt and angular speed of pile rotation ω when Vm and ath, δth are available.

EFFECT: improving the accuracy of parametrisation of pile installation mode.

3 cl, 2 dwg

FIELD: construction.

SUBSTANCE: invention concerns bored pile construction in any soil environment, and can be applied in industrial and civil construction for construction of new foundations and reinforcement of existing ones, as well as in construction of supports bearing alternate loads. Method involves well drilling by drilling assembly consisting of drilling column and rock crusher, filling the well with solidifying mix, drilling column extraction from well, downtake of metal frame. Well drilling is performed with crushed rock discharge to surface by flush liquid or compressed air fed to bottomhole through hollow drilling column. Simultaneously with well drilling, metal frame made of reinforcement rods with helical flange at external surface is taken down by rotation. Frame is mounted coaxially along drilling column and can rotate together with it. Drilling column is extracted from well together with rock crusher, along with uninterrupted filling of well with solidifying mix through hollow drilling column.

EFFECT: enhanced efficiency of bored pile construction, improved manufacturing quality, enhanced life time and strength of pile.

4 cl, 3 dwg

FIELD: construction.

SUBSTANCE: device for screwdriving of piles is related to construction and may be used for erection of bearing foundations, fixation of various mechanisms and devices on soil, also under conditions of frozen soils in process of screwdriving of metal tubular piles. Device comprises spinner 1, reducer 2 and cartridge 3, which is arranged in the form of bushing with longitudinal slot and horizontal axis. Lower part of cartridge 3 is equipped with grips with handle and spring-loaded fixator, besides grips have dead slots. Horizontal axis is made with cylindrical protrusions at ends, and longitudinal slots of bush are arranged as stepped and closed. Device may additionally be equipped with the second horizontal axis, detachable pad made of two plates, in which holes are arranged for horizontal axes, at the same time in one of plates holes are made with figure shape, and at one end of horizontal axes there are slants arranged with similar figure shape.

EFFECT: invention makes it possible, due to reduction of time for pile preparation for lift, its fixation in cartridge, to significantly increase efficiency of works on piles driving, and also to improve conditions of work, since all works are carried out not at height, but on ground, in close proximity to area of pipe screwdriving.

2 cl, 10 dwg

FIELD: construction.

SUBSTANCE: method for making well for rolled-screw pile including drilling of conventionally cylindrical well. Roller unit and step accessory are connected to auger, device rotation is actuated for thread rolling, roller unit is brought into well, and thread making is started with the help of three rollers with various diametres and thicknesses in the form of truncated cone each, which are serially rolled one after another, and soil is impressed into well wall with angle of thread inclination between plane, where large wheel of each roller is located, and axis of roller unit rotation, making 76 degrees. Master roller executes primary rolling of thread, then intermediate roller of larger diametre and thickness expands groove, increasing thread dimension, and shaping roller of larger size completes soil compaction into well wall and thread rolling. Pitch, which provides for step accessory on auger per single complete rotation of shaping roller equal to 360 degrees makes 0.67 d, where d is diametre of roller unit pipe, and thread pitch corresponds to pitch of single turn of auger blade. Step accessory operates only in process of thread rolling together with rolling unit, and thus thread is rolled for the whole depth of well, reverse rotation is started, and roller unit is brought upwards along shaped thread, afterwards well is inspected and concreted. Device for method realisation comprises auger for drilling of conventionally cylindrical well, device for thread rolling made of roller unit, auger and step accessory. Roller unit includes steel pipe with diametre d with slots for rollers, steel bushings for axles of rollers, master roller with diametre of 0.52 d, intermediate roller with diametre of 0.71 d, shaping roller with diametre of 0.83 d, cover with tail, bottom. All three rollers are arranged as steel and are shaped as truncated cone, and straight line that coincides with diametre line of large wheel in each roller, crossing axis of roller unit rotation, is perpendicular to generatrix of pipe cylindrical surface in point of their crossing, and plane of each roller fit, i.e. plane of roller unit rotation axis crossing with point of crossing of roller rotation axis and large wheel of roller are at the angle of 120 degrees to similar plane of fit of each of two rollers.

EFFECT: simpler, affordable and cheaper arrangement of well for rolled-screw pile of high bearing capacity with the help of facilities for well drilling.

7 cl, 5 dwg

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