Method for pile driving in permafrost ground (variants)

FIELD: building, particularly to erect foundation bases in permafrost ground.

SUBSTANCE: method for tubular pile driving in permafrost ground involves drilling hole; installing pile in the hole and leaving it as it is inside the hole up to thermal permafrost ground regime recovery. To install pile in the ground inventive insert having diameter smaller than hole diameter in lowered in hole along central hole axis. Space between the insert and hole wall is filled with loose ground. Then the pile having inner diameter practically equal to outer diameter of the insert and opened lower end is driven in the loose ground. After that the insert is removed from hole. Other variants of pile driving are also disclosed.

EFFECT: increased building and assembly job efficiency due to decreased time of pile freezing in permafrost ground and improved load-bearing capacity of piles.

11 cl, 8 ex, 4 dwg

 

The invention relates to the construction area, construction of bases and foundations in permafrost soil.

There is a method of installation of piles in permafrost soil, including the driving of piles into the bore of smaller diameter, pre-filled with hot water (prototype No. 1). Increasing the temperature of the soil adjacent to the well, allows you to drive piles of pipes with an open bottom end, I-beams and sheet piling (see Notingham D., Christopherson AV Driven Piles in Permafrost; State of the Art. - in the book. "International Conference on Permafrost, 4 Proceedings of the" Fairbanks, USA. 1983. p.928-933).

Closest to the invention in its essence and the achieved result is the method of installation of piles in permafrost soil, including drilling, filling her loosened soil thawing loosened soil, submerged steel piles (tube with an open bottom end) and keeping up freezing with the surrounding array (see EN 2133316 C1, 22.04.97) (prototype No. 2).

The disadvantage of the above methods is the long duration of vmerzanii piles in permafrost soil due to the need to freeze until the temperature of the surrounding soil of a large volume of water-saturated octanol soil mass

The aim of the invention is to improve the performance of construction and installation works by reducing time vmerzanii piles many years of experience in Hamersly the soil and increase the bearing capacity of piles.

The goal is achieved that well on its Central axis lower inventory box with a diameter less than the diameter of the hole and the pile with an open lower end immersed in the loosened soil, covered in the inventory space between the insert and the walls of the borehole, after which the inventory box is removed from the well.

The purpose of the invention is also achieved in the following ways:

- Inner diameter tubular piles closer to the maximum external diameter of the inventory boxes, inventory space between the insert and the walls of the wells do not fill, and pile immersed directly in permafrost soil.

- The inventory box in the form of a two-layer pipe of the two pipes, external and internal, with the space between them, closed annular top and bottom, fill with fluid; a hollow inner tube insert teploizolirovat, and the gap between the inventory box and the borehole wall pour water immersion piles are performed after preliminary heating of adjoining inventory inserting a layer of permafrost soil.

Function inventory insert performs the guide section of pipe, coaxially attached to the inner surface of the lower part of the tubular piles and the speaker below its lower end.

- To the lower end of the guide tube segment coonabarabran annular element, outer diameter which is closest to the diameter of the hole.

The lower end of the tubular piles with an open bottom end partially closed coaxial annular member, the inner diameter of which is closest to the outer diameter of the inventory of pipe, and the outer diameter is less than the external diameter of the piles.

After completion of drilling operations in the well is lowered under its own weight tubular pile with an open bottom end, an outer diameter close to the diameter of the hole, Svetogorsk equipment deepened its lower end in permafrost soil below the bottom of the well to the design elevation, and the space between the outer surface of the piles and the borehole wall is filled with water,

- The amount of penetration of the lower end of the pile h is determined by the relationship:

h>0,25DR/Raf;

where D is the internal diameter of the lower part of the tubular pile;

R - design pressure on the permafrost soil below the bottom end of the pile;

Rafsettlement resistance permafrost soil shear on the surface freezing at temperatures at the lower end of the pile.

- The lower part of the pile on the length of h has a thickness less than the bulk of it with the same external diameter.

- Pile on the distance s from the bottom edge has a blank where s is the thickness of the layer of drill cuttings on the seabed with the vazhiny.

Before drilling the main well is drilled the top hole with a diameter greater than the diameter of the piles, and the depth of the top of the well does not exceed the depth of the core hole.

Comparative analysis of the prototype shows that the inventive method is distinguished by the totality of the stated characteristics. This allows to make a conclusion on compliance with the sign of "novelty."

The comparison not only with the prototype, but also with other technical solutions in this field of technology is not allowed to reveal in them the features distinguishing the claimed method from the prototype, which allows to conclude that the criterion of "substantial differences".

Figure 1 shows the sequence of installation of piles in permafrost soil by method 1; figure 2 - the same for methods 2 and 3; figure 3 is the same for methods 4, 5 and 6; figure 4 - the same for methods 7, 8, and 10.

The sequence of operations is as follows:

- Method 1: In permafrost soil 1 drill hole 2 (figa), which lowered inventory box 5 (figb). In the space between the walls of the borehole 2 and the inventory of the insert 5 fall asleep friable soil 3, for example sand (pigv). Pile 4 plunge into the ground 3 knock, vibration, adenofibrosis, rotary or other means (Figg). Immediately after pile inventory box 5 at Aleut from wells installed pile 4 (figd).

In order to reduce the amount of ground penetrating between the inventory and insert the pile when submerged, the inner diameter of the lower part of the tubular piles 4 should be as close as possible to the outer diameter of the inventory of the insert 5. This facilitates removal of the inventory 5 after insertion of the pile and increases the amount of compression of the outer side surface of the piles 4 soil 3, pushed her butt when submerged.

In another embodiment, the lower end of the pile 4 is partially closed by a ring round element 6, 7 keystone, or other cross-section (figa, 3b)whose inside diameter equal to the outside diameter of the inventory of the insert 5 and the outer diameter is less than the external diameter of the pile 4. To facilitate the removal of inventory inserts the pile to sink to the moment of overcoming the ring element bottom end inventory insert.

- Method 2: In permafrost soil 1 drill hole 2, which lowered inventory box 5, the outer diameter of which is equal to the diameter of the hole. The tubular pile 4 with an open lower end immersed directly in permafrost soil 1, using the inventory box 5 as a guide (figa). After pile 4 to the design position of the inventory box 5 is removed from the well (figb).

When insufficient capacity of the pile is okrujayushego unit use a modification of this method, when the inventory box set with a small clearance relative to the borehole. This allows to reduce the area of permafrost soil beneath the bottom end of the pile, creating a resistance to immersion piles.

- Method 3: Inventory box in the form of a two-layer pipe 5, a closed annular top and bottom, filled with fluid, is lowered into the borehole 2 with a small clearance relative to the borehole walls. In order to reduce unnecessary heat loss internal cavity insert fill insulating material 14 (pigv). To improve thermal conductivity between the inventory of the insert pipe and the borehole wall in the gap fill in water (preferably hot) and pre-heated adjacent to inventory the pipe a layer of permafrost soil 1 (pigv) to a temperature not higher than 0°at the level of the external lateral surface of the pile. In the heated zone 7 soil immersed tubular pile 4 with an open bottom end (Figg). As the coolant using hot water or steam circulating inside the inventory of the insert due to delivery of mobile steam boiler mounted on a tractor trailer or car. Unlike the prototype No. 1, where the water in the well quickly cools down and the effectiveness of thawing permafrost is sharply reduced in the proposed method, the constant is I circulation helps to maintain the temperature of the coolant at a high level. This makes the process of warming permafrost soil. After pile 4 to the design position stock pipe 5 is removed from the well.

- On modes 4 and 5: To the lower end of the piles 4 are welded section of pipe 5 with an outer diameter equal to the diameter of the hole 2 (pigv). This piece plays the role of a short inventory of the insertion and guiding element when submerged piles into the well. It is inserted into the hole 2 and immersed pile 4 to the design elevation. The length L of the guide tube segment 5 should provide:

- the vertical position of the pile before her immersion;

- eviction of frozen soil from under the end of the pile in its lateral area and to exclude the movement of displaced soil into the hole.

When the gap between the ground and the guide pipe piece 5 to the lower end of the pipe segment attach the ring element 6, the external diameter of which is equal to the diameter of the hole 2 (high). It allows to fix the vertical position of the piles 4 when it is submerged,

- By the way 7: In the borehole 2 is lowered under its own weight tubular pile 4 with an open bottom end, the outer diameter of which is equal to or slightly smaller than the diameter of the hole (figa), Svetogorsk equipment deepened its lower end 9 in permafrost soil 1 below the bottom of the well to the design elevation, and the space between is the current the surface of the piles and the borehole wall is filled with water (figb), Driving the lower end 9 into the ground eliminates the possibility of water penetration into the cavity of the piles and locate the water in the gap between the pile and the borehole wall. Water freezing in this narrow space (1-2 mm) is fast. This allows you to use the pile in 1-2 days after immersion. This method is recommended, in particular, in the construction of linear facilities (pipelines, power lines etc), on a support which acts predominantly horizontal load and vertical load is small. Power freezing piles of ice is less than with the frozen ground, but sufficient for the perception of vertical loads in such constructions. Way 7 it is advisable to apply also when the pile, the outer surface of which is covered with an insulating composition, for example, in saline frozen soils. This method protects the insulation from damage by friction on a solid frozen ground in the immersion process.

- By the way 8: the Depth of the lower end of the pile is at a value at which, in addition to the ground at the side surface fully included in the work of the soil below the bottom end of the pile. This value is calculated in dependence shown in item 8 of the claims. At the smaller depth of the lower end of the pile is incorporated only resistance is ellenie ground on the external and internal surfaces of the recessed portion of the lower pipe section, and at the greater is the resistance of the soil on the outer surface of the specified segment and under the lower end of the pile.

- The way 9: In order to facilitate the immersion of the lower end of the pile in solid permafrost soil of the bottom of the borehole wall thickness of the lower part of the tubular piles, it is recommended to make less than the rest of the pile. This will not affect the bearing capacity and strength of the piles, as in the lower part of the axial forces and bending moments are insignificant.

On the way 10: pile 4 at a distance s from the lower end of the weld stub (s - thickness of the layer of solids on the bottom of the well and lowered into the borehole (pigv). Then pile immersed Svetogorsk equipment to the maximum possible value and a small gap between the outer surface and the borehole wall is filled with water (Figg). This method is convenient when it is impossible to immerse the lower end of the pile to the desired depth by way of 8 due to insufficient power theportuguese equipment or other reasons. In this case, a relatively small penetration of the lower end of the pile 12 in permafrost soil in which the cap 10 thickens the layer of loose cuttings 11 small thickness (Figg), is included in the pile and begins to perceive the normal force. A small depth of the lower end of the pile in permafrost soil at the bottom of the wells the ins is mandatory, as it does not allow water to penetrate the cap 10. The specified water penetration can lead to its accumulation under the pile and its ascent by the action of the buoyancy force of the water.

On the way 11: Before drilling the main well is drilled the top hole with a diameter greater than the diameter of the piles, and the depth of the top of the well does not exceed the depth of the core hole. Leader well needed for the topsoil, in which it is impossible to immerse the pile or for other reasons.

Examples of specific performance:

Example 1. According to the method 1 in the borehole with a diameter of 350 mm, drilled in permafrost soil in its center crane lowered inventory box of steel pipe with an external diameter of 273 mm Space between the insert and the walls of the borehole was filled with loose silty sand. In the sand drilling machine rotary method loaded the pile of steel pipes with a diameter of 320 mm with a wall thickness of 11 mm After reaching the lower end of the pile design elevation (bottom of well) inventory box crane was removed from the well. With the sand from the space between the pipes fell inside piles on the bottom of the well. After freezing of the sand layer with a thickness of 12.5 mm between the pile and the borehole wall at a given pile design load. Compared with the prototype No. 2 volume of soil, to the which must be promisit, and its thickness is much less, so marajuana piles in frozen soil is many times faster.

Example 2. All source data similar to that shown in the previous example, but in accordance with method 6 to the lower end of tubular piles with welded ring of steel rod of round cross-section with a diameter of 12 mm inventory space between the insert and the inner surface of the piles, filled with loose sand, pile-driving unit scored the pile to the design elevation below the lower end of the insert. As the internal diameter of the annular element is equal to the external diameter of the inventory of the insert, the entire ground has moved into the space between the pile and the borehole wall. Inventory box crane was removed from the inside of the battered piles. After freezing a layer of sand between the pile and the borehole wall thickness of 12.5 mm at a given pile design load. The advantage of this method compared with the method shown in example 1, is greater seal superseded by loose soil. The consequence is an increase in the resistance of a soil to shearing along the surface of the pile and thus increase the bearing capacity of the piles.

Example 3. According to the method 2 in the borehole with a diameter of 300 mm, were drilled in permafrost soil, lowered by crane booms inventory reinforced concrete cylinder is practical box with a diameter of 299 mm It planted the pile with an open bottom end of the steel pipe with an outer diameter of 320 mm and an inner diameter of 300 mm Pile scored in permafrost soil, using inventory pile as a guide design. After reaching the pile design elevation of the inventory box was removed from the well by the crane booms. The pile asked mounting load after 2 hours, and design load - in 3 days after immersion in the soil. Dive piles in this way is facilitated due to the fact that frozen soil is displaced from under the lower end of the pile in one direction only. The displacement in the opposite direction prevents the side surface inventory insertion. For this reason, decreasing the volume of the soil core, formed during the driving of piles, and which is one of the main factors preventing the immersion piles. Displaced when submerged frozen soil increases the resistance of piles to shift under operational loads and, consequently, increases its load-carrying capacity.

Example 4. In the borehole with a diameter of 300 mm, were drilled in permafrost soil, lowered by crane inventory reinforced concrete cylindrical insert with a diameter of 273 mm it planted the pile with an open bottom end of the steel pipe with an outer diameter of 320 mm and an inner diameter 294 mm (wall thickness - 13 mm), the equipment is vannoy method 6 (to the inner surface of the lower end of the pile is welded coaxially annular element of circular cross-section with a diameter of 10 mm). Pile scored a driving unit in permafrost soil. In comparison with the previous example 3, the resistance of piles immersion decreased as the soil displaced from the bottom end, the ground had the opportunity to move into the gap between the inventory insert and the inner wall of tubular piles, and the soil compaction under the lower side slightly. For this reason, the bearing capacity of piles in comparison with example 3 may be less than, however, using method 6 allows you to immerse piles in a rugged, low-temperature permafrost soils, it is not possible to do method 2.

Example 5. In the borehole with a diameter of 300 mm, were drilled in permafrost soil with a temperature of minus 8,2°, lowered by crane inventory cylindrical insert made according to the method 3. The inner cavity of the insertion filled insulating material is polyurethane foam. The insertion is done in a two-layer pipe, a closed annular top and bottom and filled with fluid is hot water. The outer diameter of the inner pipe insert - 219 mm, 273 mm, wall thickness of the pipe 8 mm For the inlet and outlet of the coolant in the box provided fittings. For hot water with a temperature of 95°With constantly circulating inside the insert, used mobile peopleabout the al-based car. The space between the insert and the walls of the borehole filled with hot water with a temperature of 95°C. After preheating adjacent to inventory inserting a layer of permafrost soil thickness 15 mm to a temperature of minus 0.5°C. In the heated zone of the rotary way dropped a pile of steel pipes with an outer diameter of 320 mm, a wall thickness of 13 mm, to the lower end of which method 6 is welded coaxially annular element of circular cross-section with a diameter of 10 mm After installation of the piles inventory box crane removed from a well.

Example 6. Mode 4 in the borehole with a diameter of 300 mm, were drilled in permafrost soil, installed crane pile of steel pipe with an outer diameter of 320 mm, a wall thickness of 10 mm To the inner surface of the pipe welded to the guide segment of steel pipe with an external diameter of 300 mm, wall thickness 4 mm, protruding below the lower end of the main pipe 500 mm Pile scored in permafrost soil pile driving unit to reach the bottom of the guide tube segment design elevation. Mounting the load on the pile yielded after 1 day after a dive.

Example 7. According to method 7 and 8 of the pile with the open end of steel pipe with an outer diameter of 320 mm crane installed in the well at a depth of 8 m in diameter 322 mm and finished up driving unit depth is h below the bottom of the well, some dependencies that are listed in item 8 of the claims. When the source data: Raf=1,4 kg/sq.cm; R=14,5 kg/sq.cm; received h=83 see the space between the pile and the borehole wall was filled with water. Water it took 8 liters. After 2 days, after freezing of the water layer with a thickness of 1 mm, the pile given design load.

Example 8. After drilling bottom hole left soft cuttings thickness of 40 cm According to the method 10 at a distance of 40 cm from the lower end of the pile of steel pipe with an outer diameter of 320 mm welded steel bracket. The pile is lowered into the borehole diameter 322 mm, pile-driving unit scored in the bottom of the well to "zero" opt. The depth of the driving was 8 see the Hole filled with water. After freezing of water on the pile given design load.

The proposed method can improve the performance of construction and installation works by reducing time vmerzanii piles in permafrost soil and to increase their load carrying capacity due to soil compaction near the side surface.

1. The method of installing tubular piles in permafrost soil, including drilling, plunging into it piles followed by exposure to a recovery temperature regime of permafrost soil, characterized in that the hole in its Central axis pre-vacation is t inventory insert diameter, the smaller the hole diameter, the space between the inventory box and the borehole wall fall asleep loose soil and the pile with an internal diameter close to the outer diameter of the inventory of the insert, and an open lower end immersed in the loosened soil, after which the inventory box is removed from the well.

2. The method according to claim 1, characterized in that the lower end of the tubular piles with an open bottom end is placed in alignment with her ring element, the inner diameter of which is closest to the outer diameter of the inventory of the insert, and the outer diameter is less than the external diameter of the piles.

3. The method of installing tubular piles in permafrost soil, including drilling, plunging into it piles followed by exposure to a recovery temperature regime of permafrost soil, characterized in that the hole is first immersed inventory box, outer diameter equal to the diameter of the borehole, the tubular pile with an open lower end immersed directly in permafrost soil, using the inventory box as a guide, and the inner diameter of tubular piles as close as possible to the outer diameter of the inventory of the insertion, after the pile to the design elevation of the inventory box is removed from the well.

4. The method according to claim 3, trichosis fact, on the lower end of the tubular piles with an open bottom end is placed in alignment with her ring element, the inner diameter of which is closest to the outer diameter of the inventory of the insert, and the outer diameter is less than the external diameter of the piles.

5. The method of installing tubular piles in permafrost soil, including drilling, plunging into it piles followed by exposure to a recovery temperature regime of permafrost soil, characterized in that the use of the inventory box in the form of pipes, external and internal, with the space between them, closed annular top and bottom, fill with coolant, while the inventory box is dipped into the well with a gap relative to the borehole walls, the cavity inner tube insert teploizolirovat, and in the gap between the inventory box and the borehole wall pour the water, and the immersion piles with an open bottom end is performed after preliminary heating adjacent to inventory inserting a layer of permafrost soil, and after that pile to the design elevation of the inventory box is removed from the well.

6. The method according to claim 5, characterized in that the lower end of the tubular piles with an open bottom end is placed in alignment with her ring member, the inner diameter of which is closest to the external diameter of the inventory of the insert, and the outer diameter is less than the external diameter of the piles.

7. The method of installing tubular piles in permafrost soil, including drilling, plunging into it piles followed by exposure to a recovery temperature regime of permafrost soil, characterized in that the inner surface of the pile to its lower end as a guide element weld pipe section in the form of an insert with an outer diameter equal to the diameter of the hole, and then immerse the pile to the design elevation, the length of the pipe segment is selected from a vertical pile in front of her dive and displacement of frozen soil from under the end of the pile in its lateral area with the exception of moving the displaced soil into the cavity of the pile.

8. The method according to claim 7, characterized in that the lower end of the insert coaxially attached to the annular element, the outer diameter of which is closest to the diameter of the hole.

9. The method of installing tubular piles in permafrost soil, including drilling, plunging into it piles followed by exposure to a recovery temperature regime of permafrost soil, characterized in that after completion of drilling operations in the well is lowered under its own weight tubular pile with an open bottom end, the outer diameter of which is maximally app is igen to the diameter of the hole, with the formation of a narrow space between the outer surface of the piles and the borehole wall, preferably 1-2 mm, Svetogorsk equipment deepened its lower end in permafrost soil below the bottom of the well to the design of the mark and the space between the outer surface of the piles and the borehole wall is filled with water, and at the lower end of the pile at a distance of the thickness of the layer of drill cuttings at the bottom of a well made cap.

10. The method according to claim 9, characterized in that the lower end of the pile has a wall thickness smaller than the bulk of it with the same external diameter.

11. The method according to claim 9, characterized in that the lower end of the bury piles in permafrost soil below the bottom of the bore by an amount determined by dependence

h>0,25DR/Raf;

where D is the external diameter of the lower part of the tubular pile (cm);

R - design pressure on the permafrost soil below the bottom end of the pile (kgf/cm2);

Rafsettlement resistance permafrost soil shear on the surface freezing at temperatures at the lower end of the pile (kgf/cm2).



 

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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

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

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