Cast-in-place supporting structure erection method and cast-in- place supporting structure

FIELD: building, particularly for erecting support structures, namely pile foundations, injection anchors, walls in ground, cast-in-place reinforced earth constructions and other geotechnic structures used for new building erection or reconstruction of existent buildings.

SUBSTANCE: method involves forming well or trench section in ground; at least partly filling thereof with hardening material or drilling agent, for instance with cement-bentonite one; substituting thereof with hardening material; immersing reinforcing cage with outer flexible shell connected to at least part of cage length in well. The flexible shell is permeable for liquid fraction of the hardening material and provides waterproofing of the cage after setting of above material and hardening material located outside the shell. Shell parameters are determined from the given correlations.

EFFECT: increased load-bearing capacity, reliability and service life, extended field of application.

24 cl, 9 dwg

 

The invention relates to the field of construction, in particular to a method of construction in soil printed support structures, including piled foundations, anchors, the walls in the ground, printed Armagrandi structures and other supporting geotechnical structures for various purposes, used in the construction of new buildings and the reconstruction or strengthening of existing structures.

A known method of construction in soil printed reference design using mesh membranes [1]. The disadvantage of this method is the difficulty of its use for reinforcement cages drilling of piles, especially large diameter and deep supports non-circular cross-section (rectangular barreta and others).

There is a method of execution of piles in flexible membranes, according to which in the hole filled with concrete, lower rigid tubular body formed of longitudinal reinforcement bars, wrapped transverse reinforcement and flexible material impregnated with anticorrosive composition [2]. Also known printed pile made in this way. The disadvantages of the method and piles constructed in this way should be attributed to the low bearing capacity of the ground, due to the small resistance on the side of the piles, and also the inability to use modern methods is svedeniya pile type CFA, when the concrete fills the hole directly in the course of extraction of the drilling Assembly.

The present invention as part of the method, and printed support structure constructed in this way is to increase the carrying capacity of printed support structure in the soil, increasing its reliability and durability while reducing complexity and enabling use in the construction of new buildings and the reconstruction or strengthening existing, and expanding thereby the area of use.

The problem is solved due to the fact that according to the invention is a method of construction in soil printed support structure provides education in the soil well or portion of the trench, filling it at least a part of the height hardening material or mud, for example cement-bentonitowa, with subsequent substitution of this solution hardening material, the immersion in the solidifying material or drilling mud reinforcing cage pinned on at least part of its length a flexible outer membrane, permeable to the liquid component of the hardening material and forming a waterproofing reinforcing cage after hardening of the material, and the shell is implemented with a diameter or greatest dimension cross the about section components of 0.7 to 1.2, respectively, of the hole diameter or greatest cross-sectional dimension of the trench and equal to 1.1 to 1.9 of the maximum cross-sectional dimension of the reinforcement cage in the light.

When completing wells or portion of the trench by at least part of its height mud replacing its hardening material can produce after immersion of the reinforcement cage with a flexible outer shell.

Flexible outer shell can run length that exceeds the length of the reinforcement cage.

During the construction of the support structure in soils with at least one saturated or weak layer flexible outer shell can perform in length, shorter length of the reinforcement cage, but greater than the thickness of the specified layer of the soil and fix it on the parts of the length of the reinforcement cage, above and below, respectively saturated or weak soil layer.

Flexible outer shell can perform with an open bottom end.

Flexible outer shell can perform with a closed bottom end.

After dialing the hardening material of 15-20% or after thickening and hardening of the material located on the outside of the shell, can produce a pressure test of the well or portion of the trench by pumping it under pressure additional portion harden is its material.

The closed lower end of the shell can perform with shutter, attached to the reinforcement cage and through which produce obessolivanie well or portion of the trench by pumping under pressure additional portion of hardening material into the space between the borehole wall and a flexible outer sheath of reinforcing cage or produce obessolivanie hardening of the material body of the erected support structure by placing the hardening material into the cavity of the flexible outer shell of the reinforcement cage.

Flexible outer shell at least in the area of possible development of the forces of negative friction can perform double-layer with an outer layer of material, excluding the grip of the specified area.

The gap between the layers of the flexible outer shell can be filled, for example by injection-curing material, or grease, for example bentonitowa solution.

The outer layer of the outer flexible sheath can be done from waterproof material.

Flexible outer shell can be run from a synthetic material, preferably polypropylene, woven or non-woven, or formed by, for example, by interlacing threads.

Flexible outer shell can perform in the form of a sleeve or form it from the strip edges which connect the TFR is pcame or welding, including point, or stitching, or gluing, or lace, or otherwise.

Flexible outer shell may be formed by winding a strip around the reinforcing cage with the formation of bumps arranged along a helical line.

Flexible outer shell can be positioned on the reinforcement cage with the formation of longitudinal corrugation.

Flexible outer shell can perform in length with a variable diameter, varying smoothly along the length of the shell or speed, or variable, at least one cross-sectional dimension.

Flexible outer shell can perform with alternating along the length of the shell sections of larger and smaller diameter or at least one cross-sectional dimension.

Flexible outer shell can perform with a larger diameter at the bottom.

The task of the second object - printed support structure is solved due to the fact that it was built as described above.

This printed reference design can be made in the form of piles, or in the form of a soil anchor, or in the form of at least one section of wall in the ground or in the form of pier Foundation, or in the form of a strip Foundation.

The technical result provided both objects of the invention is to improve the reliability and durability of the structure at the od of sovremennom for use in the construction of new facilities, and during reconstruction or strengthening existing, and thereby expanding the field of use due to the fact that provides a high resistance on the side surface of the erected structure and thereby increasing the carrying capacity while improving manufacturability and reducing labor costs in manufacturing in soil printed support structure.

The invention is illustrated by drawings, where

figure 1 shows the well and filling her hardening material;

figure 2 - lowering the reinforcement cage with attached shell in the hole with concrete mix;

figure 3 - opening frame with a shell with a closed bottom end with a simultaneous flow of solid material into the shell;

figure 4 - pressurization of the borehole additional portion of the concrete mix;

figure 5 is a wrapper for piles of large diameter;

figure 6 - pressure testing of the well through the valve located in the lower part of the reinforcing cage;

7 is a cross section geotechnical design type Nagel with stacked shell with longitudinal corrugations in the liquid hardening mixtures;

on Fig the same, after the application of pressure obessolivanija;

figure 9 - filling the shell hardening material on part of the length of the piles.

The method according to the invention implemented as follows. Famous pic is BOM, for example, CFA (NCS - continuously moving auger), in the soil perform well 1 and fill it at least part of the height of the hardening material such as concrete mix 2 through the hollow (lock) screw (not shown)(figure 1). On the ready to install the reinforcing frame 3 put on a flexible sheath 4 is permeable to the liquid component of the hardening material, forming a waterproofing reinforcing cage after hardening of this material and located outside shell layer hardening material. The shell is used, for example, of synthetic woven or non-woven, or mesh, or obtained by weaving synthetic fibers or filaments of material and fix it on the entire length of the frame, or at least part of the height, for example at the project level, which is determined, for example, physical properties and aggressiveness of the soil surrounding the borehole 1. Shell perform with a diameter or greatest cross-sectional dimension, comprising 0,7-1,2 respectively from the borehole diameter and equal to 1.1 to 1.9 of the maximum cross-sectional dimension of the reinforcement cage in the light.

Known means, such as a crane, the reinforcing frame 3 with the casing 4, for example with an open bottom end 5, is lowered into the fresh concrete mix 2 at the design depth. This concrete mixture is 2 fills the inner space of the shell 4, forming the working part of the pile 6, consisting of an inner layer of concrete, reinforced frame, of a waterproofing material and the outer shell 4 of the layer of solid material (figure 2).

Sometimes it is more convenient to omit the shell 4 with a closed bottom end 5 (figure 2). In this case, simultaneously with the lowering or after lowering its design depth make filling the shell 4 hardening material 2, such as concrete pump (not shown) (Fig 3).

In some cases, after filling the shell 4 to increase the bearing capacity of the pile can be made of its crimp inside by pumping additional portion of the concrete mix 2 through the upper end 7 of the shell 4, which is fixed by the clamp 8 (figure 4).

When the device is rectangular Barreto, fragments of walls and piles of large diameter and length of armatures 3 is easier to wrap the strip of fabric forming the shell 4 by the connection edges of the fabric and the staples 9, or stitching, or gluing or welding (figure 5), or to use a sleeve or other means.

When the device hole 1 a drilling under the protection of the drilling fluid 10, such as a cement-bentonite or polymer frame 3 with sheath 4 is dipped into the solution 10, and then through butanolic th or injection tube 11 produces the substitution solution hardening material, such as betonuotos 2.

To enhance the effect of crimp on the lower end of the frame 3 can be attached to the valve gate 12, which is held the lower end of the shell 4 by means of a clamp 8 (6).

For reliable coupling between the inner and outer parts of the pile 6 of the shell 4 can be stacked with longitudinal corrugations 13 or transverse or spiral (not shown). When piles, anchors and dowels small cross section of the longitudinal corrugations 13 spread in fresh hardening material, for example concrete mixture 2, the injection pressure through bitonality pipe 11, which is immersed together with the casing 4 and a valve rod 3 (Fig.7-8).

To reduce the negative friction on the part of the length of the pile shaft 6, and also to create a free length of the anchor can have a double shell 14, at least in a portion of the reinforcing frame 3. The gap between the two shells 14 are filled with air, grease 15 and others (Fig.9). The outer layer of the shell 14 can perform from waterproof material.

To increase the bearing capacity gap fill under pressure additional portion of hardening material, which breaks the outer layer of the hardened concrete and presses it into the surrounding soil.

Flexible outer shell can perform in length with a variable diameter, changing connecting the or stepped, or with alternating along the length of the sections of larger and smaller diameter or a larger diameter at the bottom.

Thus, in the described manner it is possible to produce in soil printed support structure, for example the pile 6, or ground anchor, or at least one section of the wall in the soil, or pier Foundation, or a portion of a strip Foundation, in particular Barrett (not shown), i.e. printed support structure, high bearing capacity, reliability and durability and is easily adaptable to specific soil conditions.

Sources of information

1. DE 4105930, CL E 02 D 17/18, 27.08.1992.

2. SU 1288259, CL E 02 D 5/38, 07.02.1987.

1. The method of education in soil printed support structure, characterized in that it provides education in the soil well or portion of the trench, filling it at least a part of the height hardening material or mud, for example cement-bentonitowa, with subsequent substitution of this solution hardening material, the immersion in the solidifying material or drilling mud reinforcing cage pinned on at least part of its length a flexible outer membrane, permeable to the liquid component of the hardening material to form waterproofing reinforcing cage after hardening of this material and located the military outside shell layer hardening material, moreover, the shell performs with a diameter or greatest cross-sectional dimension, comprising 0,7-1,2 respectively of the hole diameter or greatest cross-sectional dimension of the trench and is 1,1-1,9 greatest cross-sectional dimension of the reinforcement cage in the light.

2. The method according to claim 1, characterized in that when completing wells or portion of the trench by at least part of its height mud replacing its hardening material is performed after immersing the reinforcing frame with a flexible outer shell.

3. The method according to any one of claims 1 and 2, characterized in that the flexible outer shell execute longer than the length of the reinforcement cage.

4. The method according to any one of claims 1 and 2, characterized in that during the construction of the support structure in soils with at least one saturated or weak layer flexible outer shell perform in length, shorter length of the reinforcement cage, but greater than the thickness of the specified layer of the soil, and fix it on the parts of the length of the reinforcement cage, above and below, respectively saturated or weak soil layer.

5. The method according to any of PP and 4, characterized in that the flexible outer shell execute with an open bottom end.

6. The method according to any of PP and 4, characterized in that the flexible outer shell perform closed-nor is it the end.

7. The method according to any one of claims 1 to 5, characterized in that after a set of hardening material 15-20% strength or after thickening and hardening of the material located on the outside of the shell, perform pressure testing of the well or portion of the trench by pumping it under pressure additional portion of hardening material.

8. The method according to claim 6, characterized in that the closed bottom end of the shell is performed with the shutter, attached to the reinforcement cage and through which produce obessolivanie well or portion of the trench by pumping under pressure additional portion of hardening material into the space between the borehole wall and a flexible outer sheath of reinforcing cage or produce obessolivanie hardening of the material body of the erected support structure by placing the hardening material into the cavity of the flexible outer shell of the reinforcement cage.

9. The method according to any one of claims 1 and 2, characterized in that the flexible outer shell at least in the area of possible development of the forces of negative friction perform a double layer with an outer layer of material, excluding the grip of the specified area.

10. The method according to claim 9, characterized in that the gap between the layers of the flexible outer shell is filled, for example by injection-curing material or consistently the second lubricant for example bentonitowa solution.

11. The method according to any of PP and 10, characterized in that the outer layer of the outer flexible sheath made of a waterproof material.

12. The method according to any one of claims 1 to 10, characterized in that the flexible outer shell made of a synthetic material, preferably polypropylene, woven or non-woven, or formed by, for example, by interlacing threads.

13. The method according to any one of claims 1 to 12, characterized in that the flexible outer shell are in the form of a sleeve or its form of strips, the edges of which are connected by clips or welding, including spot, or stitching, or gluing, or lace.

14. The method according to any one of claims 1 to 12, characterized in that the flexible outer shell is formed by winding a strip around the reinforcing cage with the formation of bumps arranged along a helical line.

15. The method according to any one of claims 1 to 12, characterized in that the flexible outer shell is placed on the reinforcement cage with the formation of longitudinal corrugations.

16. The method according to any one of claims 1 to 15, characterized in that the flexible outer shell perform in length with a variable diameter, varying smoothly or stepwise, or variable, at least one cross-sectional dimension.

17. The method according to item 16, wherein the flexible outer shell execute with alternating is about the length of the shell sections of larger and smaller diameters, or at least one cross-sectional dimension.

18. The method according to any of PP and 17, characterized in that the flexible outer shell perform with a larger diameter at the bottom.

19. Printed supporting structure, characterized in that erected the method according to any one of claims 1 to 18.

20. Printed supporting structure according to claim 19, characterized in that it is made in the form of piles.

21. Printed supporting structure according to claim 19, characterized in that it is made in the form of ground anchor.

22. Printed supporting structure according to claim 19, characterized in that it is made in the form of at least one section of wall in the ground.

23. Printed supporting structure according to claim 19, characterized in that it is made in the form of a pier Foundation.

24. Printed supporting structure according to claim 19, characterized in that it is made in the form of a section of strip Foundation.



 

Same patents:

FIELD: building, particularly cast-in-place building units, namely support structures.

SUBSTANCE: reinforced concrete column is formed in retained formwork and consists of upper support part and lower foundation part. Column includes reinforcement frame grouted with concrete mix and embedded members arranged in upper column part. Upper part of frame is located in retained formwork. Embedded members are in level with foundation slab marks and with flooring panel marks. Embedded members are formed as closed contours with stiffening ribs. Column is built in single- or multi-slot hollow. Projection of geometric retained formwork cross-section center coincides with that of lower reinforcement frame part. Arms of lower reinforcement form part extending in Y-axis direction are sized in accordance with given mathematical relation. Method of column erection involves forming single- or multi-slot hollow; producing reinforcement form with embedded members; forming retained formwork; installing above components; vertically placing the reinforcement frame in hollow so that frame is spaced a distance from hollow bottom; vertically adjusting and fixing upper column part to prevent transversal displacement thereof; grouting lower column part in bottom-top direction; grouting inner retained formwork area of upper column part. Hollow has dimensions measured in Y-axis direction determined from given relation.

EFFECT: possibility of simultaneous building erection in upward and downward directions relative ground level.

7 cl, 13 dwg

FIELD: building and construction.

SUBSTANCE: method includes serial vibration immersion of inventory elements into soil, which are mated between each other, and their following vibration extraction with concurrent filling of hollow in soil with concrete mixture. Inventory elements are used, which are made in form of profiled posts, having gates in lower portion, closed during immersion in soil and opened by flexible links during extraction of elements from soil and feeding of concrete mixture. At the same time profiled elements of longitudinal walling have lesser length, than length of profiled elements of vertical posts, which during immersion are pressed in for greater depth than profiled elements of longitudinal walling. First, profiled element of longitudinal walling is immersed, and then via guiding conductor profiled element of vertical post is densely mated to it and is than immersed. Concrete mixture is loaded in profiled element of longitudinal walling with its extraction with open gates and extracted element is immersed in next position adjacently to previous profiled element of vertical post being in soil. Concrete mixture is loaded into profiled element of vertical post during its extraction with open gates and extracted element if immersed into following position with concurrent mating to previous profiled element of longitudinal walling with use of guiding conductor. Then inventory elements are immersed again. Device for construction of bearing-limiting structures in soil includes crane or pile driver with vertical guide, vibration immersion driver and at least two inventory hollow elements. Inventory elements are made in form of profiled elements of longitudinal walling and profiled elements of vertical posts. Profiled elements of longitudinal walling have length less than length of profiled elements of vertical posts, which are made of hollow rectangular profiles, rigidly interconnected by solid rib along transverse axis along whole height of element, while vertical guide in lower portion is provided with guiding conductor.

EFFECT: higher efficiency, broader functional capabilities.

2 cl, 13 dwg

FIELD: building structures, particularly shallow foundations.

SUBSTANCE: method involves creating well by ground excavation, introducing preparatory portion of hardening material in well hollow including calculated part of hardening material; arranging explosive charge in lower well part; securing explosive charge; blowing explosive charge up to create cavity for widened foundation post part; crushing and widening above calculated part after explosion; introducing additional portion of hardening concrete in well up to 4/5 of well height; filling it with calculated part of above material portion. Concrete for casting is used as preparatory hardening material.

EFFECT: reduced time, increased simplicity of foundation building and reliability.

2 cl, 5 dwg

The invention relates to the construction, namely, Foundation, and can be used during the construction of piled foundations in weak water-saturated clay soils in conditions of unfettered urban development

The invention relates to the field of construction in cramped conditions

The invention relates to the construction and installation of pile foundations mainly in ground subsidence of the second type, swelling and bulk soils

Pile // 2186905
The invention relates to the construction and can be used during the execution of pile foundations of buildings and structures

The invention relates to the construction and can be used for concreting of piles

The invention relates to industrial and civil construction and can be used in the construction in rocky soil pile foundations and deep foundations

FIELD: building structures, particularly shallow foundations.

SUBSTANCE: method involves creating well by ground excavation, introducing preparatory portion of hardening material in well hollow including calculated part of hardening material; arranging explosive charge in lower well part; securing explosive charge; blowing explosive charge up to create cavity for widened foundation post part; crushing and widening above calculated part after explosion; introducing additional portion of hardening concrete in well up to 4/5 of well height; filling it with calculated part of above material portion. Concrete for casting is used as preparatory hardening material.

EFFECT: reduced time, increased simplicity of foundation building and reliability.

2 cl, 5 dwg

FIELD: building and construction.

SUBSTANCE: method includes serial vibration immersion of inventory elements into soil, which are mated between each other, and their following vibration extraction with concurrent filling of hollow in soil with concrete mixture. Inventory elements are used, which are made in form of profiled posts, having gates in lower portion, closed during immersion in soil and opened by flexible links during extraction of elements from soil and feeding of concrete mixture. At the same time profiled elements of longitudinal walling have lesser length, than length of profiled elements of vertical posts, which during immersion are pressed in for greater depth than profiled elements of longitudinal walling. First, profiled element of longitudinal walling is immersed, and then via guiding conductor profiled element of vertical post is densely mated to it and is than immersed. Concrete mixture is loaded in profiled element of longitudinal walling with its extraction with open gates and extracted element is immersed in next position adjacently to previous profiled element of vertical post being in soil. Concrete mixture is loaded into profiled element of vertical post during its extraction with open gates and extracted element if immersed into following position with concurrent mating to previous profiled element of longitudinal walling with use of guiding conductor. Then inventory elements are immersed again. Device for construction of bearing-limiting structures in soil includes crane or pile driver with vertical guide, vibration immersion driver and at least two inventory hollow elements. Inventory elements are made in form of profiled elements of longitudinal walling and profiled elements of vertical posts. Profiled elements of longitudinal walling have length less than length of profiled elements of vertical posts, which are made of hollow rectangular profiles, rigidly interconnected by solid rib along transverse axis along whole height of element, while vertical guide in lower portion is provided with guiding conductor.

EFFECT: higher efficiency, broader functional capabilities.

2 cl, 13 dwg

FIELD: building, particularly cast-in-place building units, namely support structures.

SUBSTANCE: reinforced concrete column is formed in retained formwork and consists of upper support part and lower foundation part. Column includes reinforcement frame grouted with concrete mix and embedded members arranged in upper column part. Upper part of frame is located in retained formwork. Embedded members are in level with foundation slab marks and with flooring panel marks. Embedded members are formed as closed contours with stiffening ribs. Column is built in single- or multi-slot hollow. Projection of geometric retained formwork cross-section center coincides with that of lower reinforcement frame part. Arms of lower reinforcement form part extending in Y-axis direction are sized in accordance with given mathematical relation. Method of column erection involves forming single- or multi-slot hollow; producing reinforcement form with embedded members; forming retained formwork; installing above components; vertically placing the reinforcement frame in hollow so that frame is spaced a distance from hollow bottom; vertically adjusting and fixing upper column part to prevent transversal displacement thereof; grouting lower column part in bottom-top direction; grouting inner retained formwork area of upper column part. Hollow has dimensions measured in Y-axis direction determined from given relation.

EFFECT: possibility of simultaneous building erection in upward and downward directions relative ground level.

7 cl, 13 dwg

FIELD: building, particularly for erecting support structures, namely pile foundations, injection anchors, walls in ground, cast-in-place reinforced earth constructions and other geotechnic structures used for new building erection or reconstruction of existent buildings.

SUBSTANCE: method involves forming well or trench section in ground; at least partly filling thereof with hardening material or drilling agent, for instance with cement-bentonite one; substituting thereof with hardening material; immersing reinforcing cage with outer flexible shell connected to at least part of cage length in well. The flexible shell is permeable for liquid fraction of the hardening material and provides waterproofing of the cage after setting of above material and hardening material located outside the shell. Shell parameters are determined from the given correlations.

EFFECT: increased load-bearing capacity, reliability and service life, extended field of application.

24 cl, 9 dwg

FIELD: building, particularly foundation building, namely for erecting pile foundations in seasonally freezing ground.

SUBSTANCE: method involves forming well extending for the full thickness of seasonally freezing ground layer, wherein well diameter increases pile diameter; installing heater in the well; transferring heat; driving casing pipe with detachable tip in ground through heater cavity; concreting well bore along with simultaneous lifting casing pipe and removing heater. Heat is supplied to concrete mixture within the limits of seasonally freezing ground after casing pipe removal. Inductor made as copper wire coil covered with heat-protective layer and located outside metal pipe is used as the heater. Heating is performed within 10-12 hours along with maintaining 75-80°C temperature of concrete mix by regulating inductor power up to obtaining concrete strength equal to 80% of design strength. After inductor removal from the well gap formed between well wall and pile body is filled with non-heaving ground.

EFFECT: reduced power inputs along with maintaining high productivity and increased load-bearing pile capacity.

2 cl, 3 dwg

FIELD: building, particularly pile foundation erection.

SUBSTANCE: method involves drilling hole; installing injection pipe in the hole bottom center; installing reinforcement case; injecting cement-and-sand grout through the injection pipe below lower pile end for ground compaction and widened part arrangement; concreting the pile. To create widened part of the pile and to compact ground after concrete hardening cement-and-sand grout is fed under pressure into sealed bag formed of elastic water impermeable material and connected to lower end of ejection pipe so that cement-and-sand grout expands the bag up to reaching necessary bag volume.

EFFECT: increased economy of pile forming, increased ability of clay ground compaction at pile base.

4 dwg, 1 ex

Pile // 2263746

FIELD: foundation building.

SUBSTANCE: pile has body made as shell filled with concrete and formed as members having trough-shaped cross-sections and extending in longitudinal direction. Members have side walls abutting the central wall and extending at obtuse angles from it. The shell has frame. Central walls of frame members are of ellipsoid shape and filled with concrete.

EFFECT: increased load-bearing capacity and reliability.

5 dwg

FIELD: building, particularly to erect cast-in-place pile having large diameter in collapsible ground layer of large thickness.

SUBSTANCE: 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.

EFFECT: reduced labor inputs and decreased material consumption.

2 dwg

FIELD: building, particularly to create bored piles in cased wells during building and building structure foundation erection.

SUBSTANCE: method involves heating ground surrounding place of pile erection and heating concrete mix with induction heater. The concrete mix is vibratory treated in pulsed mode at the beginning of heating operation by applying electromagnetic field generated by induction heater to metal reinforcement bars, wherein high-frequency current of induction heater is subjected to low-frequency modulation. At concrete mix setting beginning the pulsed mode is changed into high-voltage one. Device for above method realization comprises induction heater comprising steel pipe put on asbestos-cement pile casing pipe and winding made of copper coiled bus linked with high-frequency power source. The winding is connected to metal pipe. Diametrical longitudinal orifices are made in the steel pipe. The power source comprises circuit providing high-frequency current modulation with low frequency.

EFFECT: possibility of simultaneous heat and vibration application to concrete mix, reduced cost of the device along with reduced number of working tools, simplified control, provision of concrete shrinkage and compaction under heating, which is performed by single device.

2 cl, 4 dwg

FIELD: building, particularly foundation and retaining wall erection with the use of injection piles.

SUBSTANCE: injection pile comprises concrete shaft formed directly in well and comprising reinforcing cage made as metal injection pipe lowered in well to refusal and spaced from well wall. The injection pipe is provided with lower perforated section having side injection orifices arranged in several layers beginning from lower injection pipe end. Well diameter is not more than 3d, where d is outer injection pipe diameter. Perforated section length is more than 3d, but less than L and is equal to (0.2-0.7)L, where L is well depth. Retaining wall is built on pile foundation comprising injection piles. The retaining wall includes reinforcing cage made as metal pipe having upper part used as head. The retaining wall is composed of concrete blocks laid in several rows one upon another. Blocks of lower row form retaining wall base. At least upper block installed on lower one has through orifice, which is vertically aligned with mounting orifice formed in lower block. Common cavity defined by above orifices is reinforced and concreted.

EFFECT: simplified structure, reduced cost of pile foundation and retaining wall construction.

21 cl, 3 ex, 3 dwg

Up!