Method for hollow pile submersion (versions) |
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IPC classes for russian patent Method for hollow pile submersion (versions) (RU 2386751):
                                
 Electric hammer / 2379422
Electric hammer contains a body with a three-phase primary winding on its internal surface. The body comprises a floating a head anchor with a short-circuited conductive winding on its external surface. It also accommodates head anchor position sensors and a frequency-controlled supply and control system, a hatchway with shock-absorbers. The electric hammer is made of N primary bodies and startors respectively with bearings on their ends. There bodies in upper and lower parts have guides of the head anchor travel. Said bodies and guides are placed in the second body formed along the full length of the first bodies and guides with air gaps, The guides in upper and lower parts have the apertures connected with said gaps. The upper cover of the upper guide is provided with a spring shock-absorber, and in the upper and lower parts of the second body of the electric hammer there are sucking and discharge fans respectively. The frequency-controlled supply and control system can be connected to a storage battery.
 Electric hammer / 2315181
Electric hammer comprises body with three-phase winding of linear induction motor stator adapted to receive reciprocating hollow striking armature installed therein in fluid-tight manner. The striking armature is monolithic in lower part and includes short-circuited current-conducting winding formed from outer surface thereof. Hammer comprises anvil block with damping means. Linear induction motor stator winding is installed in upper part of cylindrical electric hammer body, which is provided with tubular striking armature position sensors. Cylindrical body of electric hammer is installed inside cylindrical sealed shell so that lower and upper chambers are created. Chamber lengths are equal to cylindrical body length and striking armature travel correspondingly. The upper and lower chambers are freely connected with each other. Upper chamber is communicated with striking armature interior. Lower chamber has pipeline with check valve. Lower chamber and striking armature interiors are partly filled with heat-conductive and electrical insulation liquid. Remainder zones of lower chamber, striking armature interior and total upper chamber are filled with high-pressure heat-conductive gas. Lower chamber has protective safety valve. Vacuum chamber is created between lower monolithic striking armature part and anvil block. Damping means is installed in lower monolithic part of cylindrical electrical hammer body in fluid-tight manner and may reciprocate relatively the body. Cylindrical fluid-tight shell has additional weight. Short-circuited current-conducting winding of linear induction motor stator is linked to frequency-regulated power supply and control system.
 Electromagnetic hammer / 2295025
Electromagnetic hammer contains cylindrical magnetic duct body with coaxially mounted electromagnetic coils of the same name of direct and reverse drive, guiding pipe, ferromagnetic strikers, indicators of upper and lower positions of ferromagnetic striker, energy feeding and control system. Electromagnetic hammer consists of n elementary electromagnetic hammers, mounted successively one on top of another. Between ferromagnetic strikers of elementary electromagnetic hammers, non-magnetic steel spacer plates are inserted, each having length equal to drive value of ferromagnetic striker. Above the uppermost ferromagnetic striker and below lowermost ferromagnetic striker, hermetic hollows are formed. Electromagnetic hammer is provided with n load masses. Electromagnetic coils of the same name are connected between each other synchronously and serially and have divided hollow disks. Each electromagnetic coil of the same name together with part of body of elementary electromagnetic hammers is made of identical sections. Guiding pipe and magnetic ducts are made hollow. Guiding pipe of electromagnetic hammer has longitudinal recess, filled with non current-conductive material.
 Electric hammer / 2282029
Electric hammer comprises cylindrical body with three-phase winding located on inner body surface and tubular striking rotor slidably arranged in the body. The striking rotor is provided with excitation coils and short-circuited current-conducting rings located on outer striking rotor surface at poles thereof. The electric hammer has set-on weight installed on cylindrical surface thereof and connected to the surface and comprises striking rotor position sensors. Electric hammer has movable anvil block having case sealed to lower, inner part of cylindrical hammer body. The anvil block comprises damping chamber. High-pressure air chamber is defined by striking rotor cavities and cylindrical hammer body over the striking rotor and is connected to compressor by pipeline provided with check valve. Damping chamber of anvil block is communicated with ambient space through high-pressure safety valve, which in turn is linked to compressor through check valve. Lower part of anvil block has air-tightly installed cylindrical transmission power plate supported by anvil block case. Electric hammer also has power supply system, which controls three-phase winding of cylindrical body, and striking rotor excitation system.
 Method for cast-in-place pile building in collapsible ground / 2266368
Method involves drilling pilot hole; installing casing pipe connected to puncher; punching the well ground by dropping load on the puncher through casing pipe to reach design point and enlarging the casing pipe; arranging reinforcement case in the pipe; filling the well with concrete mix as casing pipe moves upward; compacting the concrete mix. In the case of pile with 300-1500 mm diameter forming and in the case of collapsible ground layer thickness up to 18 m or 18-50 m ratio between pilot hole depth and collapsible ground thickness is 1:(4.5-6) and 1:(1.5-5). The puncher has reinforced concrete tip and head made of tube with outer diameter equal to inner diameter of pilot hole. Welded to the head are centering rings. The tip has ring to engage thereof with technological control rod provided with thread, washer with retainers and nut on opposite end thereof. Ratio of height H of upper head part provided with centering rings to length of casing pipe to be installed in the head is 1:(20-30). Ratio between outer puncher diameter D and outer diameter d at tapered part ℓ thereof is equal to 1:0.8. Length ratio between cylindrical head part L and cylindrical tapered part ℓ is equal to 1:0.6. Angles γ of head and head transition area leading to tapered part ℓ are equal to 30°. Difference between outer puncher diameter D to outer casing pipe T diameter is 90-100 mm.
 Device for driving casing strings / 2245964
Device is suspended on flexible support of balancing mechanism and includes striker bar with tail piece, head piece of casing pipes, spring and locking element placed on tail piece. Tail piece of striker bar is made with stopping clamp and is provided with support washer. Locking element is made with possible displacement along tail piece axis. Spring is mounted between support washer and locking element.
 Tubular pile, encased in concrete, the method of driving piles / 2236505
The invention relates to tubular piles, enclosed in concrete
 Device for immersion in the soil pipes / 2135692
The invention relates to the field of construction equipment and is intended mainly for diving into the ground metal pipes, primarily for the trenchless laying of underground communications
Device for driving casing strings / 2245964
Device is suspended on flexible support of balancing mechanism and includes striker bar with tail piece, head piece of casing pipes, spring and locking element placed on tail piece. Tail piece of striker bar is made with stopping clamp and is provided with support washer. Locking element is made with possible displacement along tail piece axis. Spring is mounted between support washer and locking element.
Method for cast-in-place pile building in collapsible ground / 2266368
Method involves drilling pilot hole; installing casing pipe connected to puncher; punching the well ground by dropping load on the puncher through casing pipe to reach design point and enlarging the casing pipe; arranging reinforcement case in the pipe; filling the well with concrete mix as casing pipe moves upward; compacting the concrete mix. In the case of pile with 300-1500 mm diameter forming and in the case of collapsible ground layer thickness up to 18 m or 18-50 m ratio between pilot hole depth and collapsible ground thickness is 1:(4.5-6) and 1:(1.5-5). The puncher has reinforced concrete tip and head made of tube with outer diameter equal to inner diameter of pilot hole. Welded to the head are centering rings. The tip has ring to engage thereof with technological control rod provided with thread, washer with retainers and nut on opposite end thereof. Ratio of height H of upper head part provided with centering rings to length of casing pipe to be installed in the head is 1:(20-30). Ratio between outer puncher diameter D and outer diameter d at tapered part ℓ thereof is equal to 1:0.8. Length ratio between cylindrical head part L and cylindrical tapered part ℓ is equal to 1:0.6. Angles γ of head and head transition area leading to tapered part ℓ are equal to 30°. Difference between outer puncher diameter D to outer casing pipe T diameter is 90-100 mm.
Electric hammer / 2282029
Electric hammer comprises cylindrical body with three-phase winding located on inner body surface and tubular striking rotor slidably arranged in the body. The striking rotor is provided with excitation coils and short-circuited current-conducting rings located on outer striking rotor surface at poles thereof. The electric hammer has set-on weight installed on cylindrical surface thereof and connected to the surface and comprises striking rotor position sensors. Electric hammer has movable anvil block having case sealed to lower, inner part of cylindrical hammer body. The anvil block comprises damping chamber. High-pressure air chamber is defined by striking rotor cavities and cylindrical hammer body over the striking rotor and is connected to compressor by pipeline provided with check valve. Damping chamber of anvil block is communicated with ambient space through high-pressure safety valve, which in turn is linked to compressor through check valve. Lower part of anvil block has air-tightly installed cylindrical transmission power plate supported by anvil block case. Electric hammer also has power supply system, which controls three-phase winding of cylindrical body, and striking rotor excitation system.
Electromagnetic hammer / 2295025
Electromagnetic hammer contains cylindrical magnetic duct body with coaxially mounted electromagnetic coils of the same name of direct and reverse drive, guiding pipe, ferromagnetic strikers, indicators of upper and lower positions of ferromagnetic striker, energy feeding and control system. Electromagnetic hammer consists of n elementary electromagnetic hammers, mounted successively one on top of another. Between ferromagnetic strikers of elementary electromagnetic hammers, non-magnetic steel spacer plates are inserted, each having length equal to drive value of ferromagnetic striker. Above the uppermost ferromagnetic striker and below lowermost ferromagnetic striker, hermetic hollows are formed. Electromagnetic hammer is provided with n load masses. Electromagnetic coils of the same name are connected between each other synchronously and serially and have divided hollow disks. Each electromagnetic coil of the same name together with part of body of elementary electromagnetic hammers is made of identical sections. Guiding pipe and magnetic ducts are made hollow. Guiding pipe of electromagnetic hammer has longitudinal recess, filled with non current-conductive material.
Electric hammer / 2315181
Electric hammer comprises body with three-phase winding of linear induction motor stator adapted to receive reciprocating hollow striking armature installed therein in fluid-tight manner. The striking armature is monolithic in lower part and includes short-circuited current-conducting winding formed from outer surface thereof. Hammer comprises anvil block with damping means. Linear induction motor stator winding is installed in upper part of cylindrical electric hammer body, which is provided with tubular striking armature position sensors. Cylindrical body of electric hammer is installed inside cylindrical sealed shell so that lower and upper chambers are created. Chamber lengths are equal to cylindrical body length and striking armature travel correspondingly. The upper and lower chambers are freely connected with each other. Upper chamber is communicated with striking armature interior. Lower chamber has pipeline with check valve. Lower chamber and striking armature interiors are partly filled with heat-conductive and electrical insulation liquid. Remainder zones of lower chamber, striking armature interior and total upper chamber are filled with high-pressure heat-conductive gas. Lower chamber has protective safety valve. Vacuum chamber is created between lower monolithic striking armature part and anvil block. Damping means is installed in lower monolithic part of cylindrical electrical hammer body in fluid-tight manner and may reciprocate relatively the body. Cylindrical fluid-tight shell has additional weight. Short-circuited current-conducting winding of linear induction motor stator is linked to frequency-regulated power supply and control system.
Electric hammer / 2379422
Electric hammer contains a body with a three-phase primary winding on its internal surface. The body comprises a floating a head anchor with a short-circuited conductive winding on its external surface. It also accommodates head anchor position sensors and a frequency-controlled supply and control system, a hatchway with shock-absorbers. The electric hammer is made of N primary bodies and startors respectively with bearings on their ends. There bodies in upper and lower parts have guides of the head anchor travel. Said bodies and guides are placed in the second body formed along the full length of the first bodies and guides with air gaps, The guides in upper and lower parts have the apertures connected with said gaps. The upper cover of the upper guide is provided with a spring shock-absorber, and in the upper and lower parts of the second body of the electric hammer there are sucking and discharge fans respectively. The frequency-controlled supply and control system can be connected to a storage battery.
 Method for hollow pile submersion (versions) / 2386751
Invention is related to construction, in particular to pile foundations. Method for submersion of reinforced concrete hollow pile under action of static or dynamic load developed by installation with loader includes installation of soil piercing device (SPD) into pile cavity, fixation of its position relative to pile; installation of pile with fixed SPD into vertical position relative to earth surface by equipment for pile submersion; submersion of pile into soil till specified elevation, under action of static, dynamic or combined load at pile and facility of soil piercing simultaneously; removal of soil piercing facility from pile cavity; filling of cavity with concrete mortar; at the same time SPD is installed in pile cavity, comprising stem and sharpened tip in the form of cone, or pyramid, or wedge, in which distance from upper end of rod to base of tip is longer than pile length; base of tip is set at the distance from lower end of pile, defined from the following ratio:
 Method for erection of foundation, foundation and pile / 2386752
Group of inventions is related to construction and may be used to erect foundations of industrial and civil buildings with high vertical and horizontal loads under complex engineering and geological conditions, including undermined territories. In process of pile foundation erection piles are installed serially. At least one of piles is driven towards and at the angle to the previously arranged pile with provision of mutual support. Piles may be curvilinear. In this case they are submerged in soil with convexity to the side of base soil with the possibility to form arches in soil, which are inserted one into another. Piles may be provided with widening, then they are driven till mutual support in the area of widening. Widening may be arranged with holes or in the form of forks with teeth, also equipped with links with the possibility of their partial rumpling or damaging. Widening teeth may be joined by rope, besides rope is fixed on outer teeth and is pulled through holes with rollers in central teeth.
 Impact device to submerge rods into soil / 2443827
Body of an impact device is rigidly fixed on a front external end facing the soil surface in a hollow double-sided stem having a piston in a hydraulic cylinder arranged in the plane perpendicular to the soil surface and fixed as capable of angular rotation by ±90° in the carriage. This carriage is progressively movable in vertical guides of the frame parallel to the specified plane and rigidly fixed in the rear part of a hydroficated basic machine. At the same time the submersible element enters into the soil via an end hole in the rear external end of the stem and is substantially permanently placed in its axial plane. Application of the invention will make it possible to ensure complete mechanisation of the soil slopes reinforcement process by driving flexible rod elements into them.
 Pile driver / 2444591
Pile driver comprises an upper part of the pile driver guides arranged on the front part of the basic machine and supported with a hydraulic cylinder of pile driver guides lifting at the back, and a lower part of the pile driver guides supported with a facility of control in back and forth direction, a facility of control in back and forth direction comprising a bracket of the pile driver guides, having a rotary base attached as capable of rotation to the basic machine, and a rotary end attached as capable of rotation to the lower part of the pile drive guides, and a facility to actuate the bracket to rotate the bracket of the pile drive guides relative to the rotary base. The first arc outlined with the rotary end, when the bracket of the pile driver guides rotates for control of the lower part of the pile driver guides in back and forth direction. The second arc outlined with a connection part between the pile drive guides and the top of the hydraulic cylinder for lifting of the pile drive guides, which moves, when the lower part of the pile drive guides moves back and forth along the first arc, besides, both are convex to upwards. The radius of the first arc is less than the radius of the second arc. Each of the end of the first arc and the end of the second arc, when the lower part of the pile drive guides is installed in the farthest back position, is in the highest position, and the direct line passing through both end points of the second arc, is parallel to the tangent in the central part of the first arc.
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FIELD: construction. SUBSTANCE: invention is related to construction, in particular to pile foundations. Method for submersion of reinforced concrete hollow pile under action of static or dynamic load developed by installation with loader includes installation of soil piercing device (SPD) into pile cavity, fixation of its position relative to pile; installation of pile with fixed SPD into vertical position relative to earth surface by equipment for pile submersion; submersion of pile into soil till specified elevation, under action of static, dynamic or combined load at pile and facility of soil piercing simultaneously; removal of soil piercing facility from pile cavity; filling of cavity with concrete mortar; at the same time SPD is installed in pile cavity, comprising stem and sharpened tip in the form of cone, or pyramid, or wedge, in which distance from upper end of rod to base of tip is longer than pile length; base of tip is set at the distance from lower end of pile, defined from the following ratio: EFFECT: invention makes it possible to increase bearing capacity of pile. 7 cl, 16 dwg
The invention relates to the construction, in particular to pile foundations. There is a method of immersing a hollow pile having at the lower end of a pointed tip, base diameter which is equal to the outside diameter piles (US patent No. 3932999 from 15.11.1974, patent KR N 1020020089031) or somewhat more (JP patent No. 56-089624). The disadvantage of this method is that the pointed tip remains on the pile in the soil after the pile to a predetermined depth, which significantly reduces the maximum possible load bearing capacity of the piles. There is a method of immersing the steel tubular piles (JP patent No. 2003328358 from 21.05.2002 G., US patent No. 5449253 from 30.06.1993,), where steel or reinforced concrete pipe with steel bottom end, having on its inner bearing ring, insert a pointed tip so that the conical part of it is from the lower end of the pipe, and the base having a band that interacts with a support ring that is inside the pipe, and installing a pile in the dive, hit the hammer on the base of the tip, hammering the pile into the ground. After immersion at specified depth of the tip is removed, and the cavity of the pile is filled with concrete mortar. The disadvantage of this method is immersion only hollow piles with steel lower end with the inner support ring. This way you can not immerse standard is Isobutanol hollow pile. The next disadvantage of this method is not provided by the dive pile static load (pushing), and immersion shock often unacceptable nearby buildings. There is a method of immersing a hollow pile having on the end device to increase its bearing capacity in the form of an elastic membrane, which through the cavity and the radial holes in the pile is served hardening solution (patents Japan, number of publications: 2006-063526 from 24.08.2004, 64-017920 from 13.07.1987, 64-017924 from 13.07.1987). In this method, pre-drill the size of the submerged piles and enhance the well at the end, then injected into the borehole pile attached to its end of the flexible sheath and is injected into the cavity under the elastic shell of solidified solution to filling the shell with a solution of the extended end well. After hardening of the mortar around the end of the pile is formed of the supporting belt, which increases its load-carrying capacity. The disadvantage of this method is the necessity of drilling under the pile and expansion of its end under the base zone, which is difficult or impossible without the use of a casing of the device in flooded sandy pound. The technical problem of the invention is to reduce power dive concrete hollow piles in irrigated sandy soil as under static and dynamic loading conditions. More the positive object of the invention - increase the carrying capacity of reinforced concrete hollow piles. The technical problem solved in the immersion of concrete hollow piles under static or dynamic loads created by the installation nagruzhatelya, including installation in the cavity of the pile means the perforation of the soil, fixing its position relative to the piles, the installation of piles with fixed therein by means of perforation of the soil in a vertical position relative to the earth's surface equipment for pile; sinking piles into the ground to a predetermined level by static, dynamic, or the combined load on the pile and means of perforation of the soil at the same time; removing the perforation of the soil from the cavity of the pile; filling the cavity with concrete floor, in the cavity of the pile establish a means of perforation the soil, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relationship:
where z is the distance from the lower end of the pile to the base of the handpiece; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. Dllusage of compaction of soil around the piles after installation and fixing of LNG in the cavity of the pile at the point of the pile portion of the tip from the end of the pile to the base of tip wear cone-shaped ring, the shape and size is identical with the shape and size of the lower end of the pile, and the height is determined from the relationship:
where h is the height of the conical ring; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip; or after installation and fixing means of perforation of the soil in the cavity of the pile at the point of the pile portion of the tip from the end of the pile to the base of tip wear cone-shaped casing of sheet material, the shape and size is identical with the shape and size of the lower end of the pile, and the height is determined from the relationship:
where h is the height of the casing of sheet material; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. After removal tools perforation of the soil pile additionally immersed to a depth of not less than the height of the casing of sheet material to collapse, if necessary, into the cavity piles installed the valve and fill the cavity with concrete mortar. The immersion of concrete hollow piles, having secured to its lower end means of increasing the carrying capacity in the form of elastic shell filled with cement or cement-sandy solution through the cavity of the pile and the radial holes in its wall, the flying elastic membrane, includes: installation in the cavity of the pile means the perforation of the soil, fixing its position relative to the piles, the installation of piles with fixed therein by means of perforation of the soil in a vertical position relative to the earth's surface equipment for pile; sinking piles into the ground to a predetermined depth under the action of static, dynamic, or the combined load on the pile and means for puncturing the soil at the same time; removing the perforation of the soil from the cavity of the pile; filling the cavity with concrete mortar and exposure to its solidification; however, in the cavity of the pile establish a means of perforation of the soil, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relationship:
where z is the distance from the lower end of the pile to the base of the handpiece; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. After the pile into the soil to a predetermined depth and uninstall the perforation of the soil fill the cavity of the pile concrete before radial holes, after hardening of the concrete pump harden is the third solution through the cavity and the radial holes of the elastic membrane volume, sufficient for the formation of the supporting belt. To reduce the strength of the pile in the soil in the cavity of the pile establish a means of perforation of the soil, having a conical tip, the acute angle at the apex of which is in the range from 15° to 30°, or pyramidal or wedge tip, in which the acute angle formed by the two surfaces symmetric with respect to the axial plane, is in the range from 15° to 30°. The technical effect of reducing the force of immersion concrete hollow piles in irrigated sandy soil as under static and dynamic loading conditions, is achieved by the fact that in the cavity of the pile establish a means of perforation of the soil, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relationship:
where z is the distance from the lower end of the pile to the base of the handpiece; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. After installation and fixing means of perforation of the soil in the cavity of the pile at the point of the pile portion of the tip from the end of the pile to the base of the tip is put on canuso brazee ring, the shape and size is identical with the shape and size of the lower end of the pile, and the height is determined from the relationship:
where h is the height of the conical ring; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. To increase the bearing capacity of the pile after removal tools perforation of the soil in its cavity install the valve and fill the cavity with concrete mortar. For additional technical effect of increasing the carrying capacity of reinforced concrete hollow piles - use immersion concrete hollow piles, having secured to its lower end means of increasing the carrying capacity in the form of elastic shell filled with cement or cement-sandy solution through the cavity of the pile and the radial holes in its wall facing the elastic shell. This method is characterized by a new set of features in the cavity of the pile establish LNG, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relationship:
where z is rasstoyaniyam the lower end of the pile to the base of the handpiece; δ - minimum thickness of the hollow wall piles; α is the angle of taper of the tip. After the pile into the soil to a predetermined depth and uninstall the perforation of the soil fill the cavity of the pile concrete before radial holes, after hardening of the concrete pump solidifying the solution through the cavity and the radial holes of the elastic membrane in an amount sufficient for the formation of the supporting belt. This set of features is a new way to dive driven piles, including with the means of improving the carrying capacity, as it is not found in the sources of information obtained during the conduct of patent information search, and does not follow obviously from the combination of features of known methods of immersing the hollow pile. Figure 1 shows the process of immersing a hollow pile with a rod with a tip protruding into the ground from the cavity of the pile. Figure 2 - illustrates the process of immersion of the hollow pile with a rod with a tip. Figure 3 shows a process of immersing a hollow pile with a rod with a tip with a cover, worn on its cylindrical part. Figure 4 shows a process of immersing a hollow pile with a rod with a tip having an angle of taper of 15° to 30°. Figure 5 - round cross section a-a tip in figure 2. Figure 6 - a square cross section a-a tip in figure 2.</> Figure 7 is a rectangular cross - section wedge tip figure 4. On Fig - immersion in the soil pile with the means of increasing the bearing capacity at the end of the barrel. Figure 9 is a view In Fig. Figure 10 - cross section C-C figure 9. Figure 11 is immersed in the soil pile with concreted part of a trunk On Fig - submerged in the soil pile with a support belt made of hardened mortar on the end of the barrel. On Fig - type D on Fig. On Fig - section E-E in Fig. On Fig, 16 - diagrams showing the scope of the proposed immersion hollow piles. When implementing immersion concrete hollow piles (figure 1-3, 11, 12) under static or dynamic loads created by the installation nagruzhatelya (not shown), is installed in the cavity 1 trunk 2 3 perforation of the soil, consisting of a rod 4 and a pointed tip 5 in the form of a cone, whose distance from the upper end 6 of the rod 4 to the base 7 of the handpiece 5 more than the length of the piles, the base 7 of the tip 5 set at a distance from the lower end of the pile is determined from the relation (1):
where z is the distance from the lower end of the pile to the base 7 of the handpiece 5; δ - minimum thickness of the hollow wall of the barrel 1; α is the angle of taper of the tip 5. Fix the position of the tool 3 is rotaliana soil relative to the pile; set the pile with fixed therein by means of 3 perforation of the soil in a vertical position; immerse the pile into the soil to a predetermined level by static, dynamic, or the combined load on the pile and the tool 3 perforation soil at the same time; remove the tool 3 perforation of the soil from the cavity 1 of the barrel 2 and fill the cavity 1 a concrete solution of 8 (figure 4). If for greater compaction of soil around the piles on the part of the tip 5 from the end of the pile to the base 7 wear a cone-shaped ring 9 (2, 8) or cone-shaped casing 9a of the sheet material (figure 3), the shape and size of the lower end of the pile, and the height is determined from the relationship:
where h is the height of the conical part of the casing of sheet material; δ - minimum wall thickness of the hollow pile; α is the angle of taper of the tip, after removal means 3 perforation of the soil pile with a casing 9a additionally immersed to a depth of not less than the height of the casing 9a of the sheet material to collapse (figure 4). After removal means 3 perforation of the soil in the cavity 1 install the valve and fill the cavity with concrete mortar 8. When immersion in ground concrete hollow piles, having secured to its lower end means 10 to increase carrying capacity (Fig-11) in the form of ELAS the primary shell 11, fill cement or a cement-sandy solution through the cavity 1 and the radial holes 12 in its wall facing the elastic membrane 11, is installed in the cavity of the pile 3 perforation of the soil, fix its position relative to the piles; set the pile with fixed therein by means of 3 perforation of the soil in a vertical position relative to the earth's surface equipment for pile, put the pile into the soil to a predetermined depth under the action of static, dynamic, or the combined load on the pile and the tool 3 perforation soil at the same time; remove the tool 3 perforation of the soil from the cavity 1, fill the cavity 1 a concrete solution 8 (11) to the level of the radial holes 12 and maintain it until hardened; after hardening of the concrete pump solidifying the solution through the cavity 1 and the radial holes 12 of the elastic membrane 11 in the amount sufficient for the formation of the support belt 13 (Fig). If necessary, reduce the strength of the pile is installed in the cavity 1 3 perforation of the soil, having a conical tip 5, the acute angle at the apex of which is in the range from 15° to 30°. Since the area means 3 perforation of the soil varies depending on the ratio of the area of the cross section of the pile and the cavity 1, the use of redlounge ways appropriate within a certain range of ratios, described by the formula
where SSt.and Sn- cross-sectional area of the pile and the cavity 1. For piles precast concrete circular cross-section according to GOST 19804.5-83, 19804.6-83 and 19804-91:
where D and d are the radii of the outer and inner surfaces of the piles. For hollow prismatic piles
where Detc.- the diameter, .Ssvpr.- the cross-sectional area prismatic piles. For piles in the above Standards X=1.25 and 2. The proposed method perforation soil is useful when the values X=0,5÷3 (Fig, 16), because if X<0.5 pile wall is thin and unacceptable for concrete piles, and when X>3, the use of the proposed method is inefficient, because the cross-sectional area means 3 perforation of the soil is low, and the power of immersion transmitted through the tool 3 perforation of the soil. 1. The immersion of concrete hollow piles under static or dynamic loads created by the installation nagruzhatelya, including installation in the cavity of the pile means the perforation of the ground and fixing its position relative to the piles, the installation of piles with fixed therein by means of perforation of the soil in a vertical position relative to the earth's surface, blasting the study for pile; sinking piles into the ground to a predetermined level by static, dynamic, or the combined load on the pile and means of perforation of the soil at the same time; removing the perforation of the soil from the cavity of the pile; filling the cavity with concrete mortar, characterized in that the cavity of the pile establish a means of perforation of the soil, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relation: 2. The method according to claim 1, characterized in that after installation and fixing means of perforation of the soil in the cavity of the pile at the point of the pile portion of the tip from the end of the pile to the base of tip wear cone-shaped ring, the shape and size is identical with the shape and size of the lower end of the pile, and the height is determined from the relation: 3 the Method according to claim 1, characterized in that after installation and fixing means of perforation of the soil in the cavity of the pile at the point of the pile portion of the tip from the end of the pile to the base of tip wear cone-shaped casing of sheet material, the shape and size is identical with the shape and size of the lower end of the pile, and the height is determined from the relation: 4. The method according to any one of claims 1 to 3, characterized in that after removal of the means of perforation of the soil in the cavity piles installed the valve and fill the cavity with concrete mortar. 5. The immersion of concrete hollow piles, having secured to its lower end means of increasing the carrying capacity in the form of elastic shell filled with cement or cement-sandy solution through the cavity of the pile and the radial holes in its wall facing the elastic membrane, including installation in the cavity of the pile means the perforation of the soil, fixing its position relative to the piles, the installation of piles with fixed therein by means of the use of the junctures of the soil in a vertical position relative to the earth's surface equipment for pile; sinking piles into the ground to a predetermined depth under the action of static, dynamic, or the combined load on the pile and means of perforation of the soil at the same time; removing the perforation of the soil from the cavity of the pile; filling the cavity with concrete floor and aging before its solidification, characterized in that the cavity of the pile establish a means of perforation of the soil, consisting of a rod and a pointed tip in the form of a cone or pyramid, or wedge, in which the distance from the upper end of the rod to the base of the tip over the length of the pile; the base of the tip is set at a distance from the lower end of the pile is determined from the relation: 6. The method according to claim 5, characterized in that the cavity of the pile establish a means of perforation of the soil, having a conical tip, acute at the ol at the top of which is in the range from 15 to 30° 7. The method according to claim 5, characterized in that the cavity of the pile establish a means of perforation of the soil, having a pyramidal or wedge tip, in which the acute angle formed by the two surfaces symmetric with respect to the axial plane, is in the range from 15 to 30°.
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