Screen-equipped ramming device and method to form bored cast-in-place pile

FIELD: construction.

SUBSTANCE: ramming device comprises a rod for putting in motion a ramming head, a ramming head fixed at the end of the rod for ramming of loose filler in the cavity formed in the soil surface and having in general a flat blunt lower surface. A screen, the diameter of which provides for contact of the lower edge of the screen with the upper surface of the ramming head near the edge of this upper surface and which stretches upwards from the ramming head to the predetermined height, sufficient to prevent collapse and damage of side walls of the cavity in soft soil, where the ramming device is used, inside the specified cavity.

EFFECT: higher efficiency and reduced time for construction in process of pile formation, provision of side wall soil collapse prevention during ramming.

24 cl, 3 ex, 2 tbl, 9 dwg

 

The technical field to which the invention relates.

The invention relates to a tamping head and method of forming printed piles in soft or unstable soils. In particular, the invention relates to such tamping head and method, which effectively prevent the collapse of the soil side of the wall during tamping and, at the same time, allows the use of thicker nasioc filler.

The level of technology

Heavy or sensitive to the settlement of the Foundation structures that are located in areas containing soft or weak soils are often built on deep foundations, containing driven piles or drilling concrete piles. Deep foundations are designed to transfer the loads generated by the construction, through the soft soils more resistant layers of the soil.

In recent years, ramming piles increasingly used for maintenance of facilities located in areas with soft soils. These piles are used for strengthening and hardening of the soft layer and to minimize settling of the Foundation. Piles form a variety of ways, including the method of drilling and tamping described in patents US 5,249,892 and 6,354,766; the way in which you use is equipped with a drive bit, described in the patent US 6,425,713; the way, in the cat the rum is used a bit in the form of a pipe, at the end of which is mounted tamping head described in patent US 7,226,246; and the way in which you use is equipped with a drive bevel chisel, described in the patent US 7,326,004; reference to the aforementioned patents means their full inclusion in the description of this application.

The method of forming printed piles using thin nasioc (US patents 5,249,892 and 6,354,766), which includes drilling or excavation cavity, allows you to create an effective Foundation for the formation of cohesive soils, where it remains stable side wall of the hole. This method generally consists of (a) drilling a generally cylindrical cavity or cylindrical holes in the ground (usually with a diameter of approximately 30 inches (75 cm); (b)soil compaction at the bottom of the cavity; (C) introducing into the cavity a relatively thin pouring filler (usually with a thickness of approximately 12-18 inches (30-45 cm); (d) compaction of the filling of the filler cone tamping head having a special construction; and (e) repeating the process for forming printed piles, in General, held to the ground surface. Crucial to this process is the application of sufficient energy to the cone tamping head, so that during successive tamping nasioc was created transverse stresses in the soil along the walls is alasti. The creation of a transverse voltage is important because it reduces the compressibility of the soil and provides an efficient transfer of applied loads to ground during loading of the piles.

Method (patent US 7,226,246), which uses the bit in the form of a pipe, on the end of which is mounted tamping head differs from the method of formation of ramming piles using thin nasioc. This method consists of driving a hollow tube (bits) into the soil without the need for drilling. On the pipe in the lower part installed tamping head, which has a larger diameter than the pipe, and which has a flat bottom and tapered sides. The bit score to the design depth of the piles, fill with filling, and then lifted, allowing the filler to exit the pipe inside the cavity created by removing the bit. Tamping head and then moved back down the inside of the filler to seal the filler. The flat bottom portion of the tamping head seals the filler, and a tapered lateral side presses the filler inside the side walls of the hole, thereby increasing the transverse stresses in the surrounding soil.

Method (patent US 7,326,004), which uses a conical chisel - this is another means of forming ramming piles using the moving bits. In this case, f is the RMA bit is a truncated cone, greater at the top than at the bottom, with an angle of approximately 1° to approximately 5° relative to the vertical. Chisel hammer into the ground, causing the ground to shift down and to the side while driving. After reaching the design depth of the piles bits are extracted, leaving the soil cone-shaped cavity. The conical shape of the bit allows you to temporarily stabilize the side walls of the holes, so that the filler can be introduced into the cavity from the surface of the soil. After placing the filling of the filler bits are re-move down the inside of the filler to seal the filler and its offset in the side of the inside side walls of the hole. Sometimes larger bits are used to seal the filler near the top of the pile.

One problem that a long time is not possible, but you want to solve, is that in soft or unstable soils formed cavity for piles may have a tendency to deform, collapse of walls or other damage when forming in her pile. The collapse of the side wall occurs when the tamping device of the prior art when sealing the filler is driven downward, thereby applying lateral pressure to the side of the cavity. This pressure causes the rotation of the soft soil near the circumference of the tamping head and this leads to the collapse of the side wall above the tamping head. The collapse of the side wall requires removal of the substrate during the formation of piles and can lead to loss of pre-stressing. This problem is particularly acute when using relatively thick sealing nasioc. In addition, the collapse of the soil can slow down the process of formation of piles, since it is necessary to extract more soil or, in other cases, re-forming cavity. Therefore, it is desirable to provide a method of forming printed piles, which reduces the likelihood of damage cavities for piles (including the collapse of the side wall) during the formation of piles. Also is desirable to provide a method of forming printed piles, which allows you to condense thicker filling of the filler, thereby improving process efficiency and reducing the time during which it is provided with a drive tamping device must be present in the cavity.

Disclosure of inventions

According to one aspect, the invention relates to a tamping device comprising a rod driven tamping head and the screen. Tamping head is attached at the end of the shaft for tamping of the filling of the filler in the cavity formed in the ground. The screen goes up from the tamping head at the predetermined height, the residual for to prevent the side walls of the cavity, which uses tamping device to fail and collapse into the cavity.

Tamping head may further comprise an angled surface, passing in the circumferential direction from the lower surface to the side surface of the tamping head. The inclined surface can be carried up from the blunt bottom surface at an angle of approximately 45°.

The screen may be of such diameter that it touches the bottom edge with the top surface of the tamping head near its edges. The screen may be based on the tamping head and may have a hole to allow passage of the specified terminal, attached to the specified tamping head. Predefined height of the screen may be in the range of approximately 3 to 5 feet (approximately 0.9 to 1.5 m). The diameter of the tamping head may be in the range from approximately 12 to 36 inches (approximately from 30 to 90 cm). Tamping head may be essentially circular.

According to an alternative aspect of the invention relates to a method of formation of piles. The method includes forming an elongated cavity in the ground surface. The cavity has a generally constant cross-sectional area. The poured filler placed in the bands of the ü. This then poured RAM tamping device having a tamping head attached to the end of the rod. Tamping head has a generally flat, blunt bottom surface and has a screen passing upward from the tamping head at a predetermined height sufficient to prevent the side walls of the cavity to fail and collapse into the cavity. The method is used preferably in soft soil. In particular, this soft soil can be a silty clay, sandy clay, clay range from nedlasting to fat clay, sandy neoplastica clay or soft clay, in some cases with groundwater.

Tamping head used in the method may include an angled surface, passing in the circumferential direction from the specified lower surface to the side surface of the tamping head. The inclined surface can be carried up from the blunt bottom surface at an angle of approximately 45°.

The screen used in the method can have such a diameter that it touches the bottom edge with the top surface of the tamping head near its edges. The screen may be based on the tamping head and may have a hole to allow passage of the specified terminal, attached to the specified tramboo the Naya head.

Compaction in the way can be achieved through the driving tamping head using the specified rod passing her up, with the specified screen goes up to the predetermined height sufficient to prevent the specified lateral walls of the elongated cavity to fail and collapse into the cavity during tamping operations, and the screen has a hole in the top, allowing the rod to pass through it to attach to the specified tamping head.

Predefined height of the screen used in the method may be in the range of approximately 3 to 5 feet (approximately 0.9 to 1.5 m). The diameter of the tamping head may be in the range from approximately 12 to 36 inches (approximately from 30 to 90 cm). Tamping head may have an essentially round shape.

The thickness of the filling of the filler in the method may be approximately equal to two-three transverse dimensions of the cavity. Compaction can be carried out in a cavity formed in the soft ground.

Brief description of drawings

Figa and 1B - types side tamping device according to the invention,

Figure 2 illustrates the drill/auger drill and impact device with built-in tamping device according to the invention,

Figure 3 is a detail view sboc is broken, to illustrate how the filling is placed in the form of nasioc inside the cavity prepared for use with the invention,

4 is a local side view in section, illustrating the compaction of the filler tamping device according to the invention,

5 is a local side view in section, illustrating the filler after tamping,

6 is a table illustrating the results of stress tests conducted on printed piles generated by the proposed tamping device in Example I,

7 illustrates a graph showing the dependence of the shrinkage of the length of the tamping for piles that formed in Example II,

Fig illustrates the results of three tests of pressure on the stiffness of the piles that formed in Example II, and

Fig.9 illustrates the results of the pressure test on the stiffness of the piles that formed in Example III.

The implementation of the invention

The present invention is directed to the formation of piles in soils to maintain buildings, walls, industrial facilities and transport facilities. In particular, the invention is directed to efficient formation of piles through the use of an improved tamping head comprising a new screen. Equipped with a screen tamping device is designed to ensure the Oia faster and more efficient process of the formation of piles by preventing the collapse of the soil side of the wall during tamping. In addition, the tamping device or equipped with a screen tamping device, referred to herein allows the use of thicker filling filler than can be used in standard-setting processes ramming piles.

In this document tamping device 11 according to the present invention, referred to, may be referred to as equipped with a screen tamping device or device and shown in Figa and 1B. Tamping device 11 may include a rod 13 for driving the tamping head 15 attached to the end of the rod 13 for tamping piled 47 filler (Fig.3-5) in the cavity 41 formed in the ground surface. Screen 17 passes upward from the tamping head 15 to a predetermined height sufficient to maintain the side walls 51 of the cavity 41, which is used tamping device 11, and to prevent collapse, and the collapse of the side walls 51 into the cavity 41.

Tamping head 15 may be generally flat, blunt bottom surface 19 (Figa) and that is not required, the inclined surface 21, passing in the circumferential direction from the lower surface 19 to the side surface of the tamping head 15 (Pigv). In one embodiment, the inclined surface 21 of the passage is t up from the blunt bottom surface 19 at an angle of approximately 45°. Screen 17, which may be made of metal, plastic, polymer or other materials, may have a diameter that is generally equal to the diameter tamping head 15. In General, the screen 17 is close to the tamping head 15 to prevent the ingress of soil between the tamping head 15 and the screen 17.

In one embodiment, the screen 17 has a height above the upper surface of the tamping head 15 of approximately 3 feet (0.9 m). Speaking in a broader sense, the height of the screen 17 is chosen so that it effectively prevented the collapse of the side wall, which should be quite clear from the disclosure herein. The diameter of the tamping head 15 (and, therefore, of the screen) may be approximately 12-30 inches (30-75 cm), and tamping head 15 may be essentially circular. Speaking more generally, the diameter is chosen so that it effectively provided the desired compaction, thus preventing the collapse of the side wall.

The screen preferably is a light-weight structure. Examples of embodiments of the screen 17 can be a hollow cylinder of steel or durable plastic (with internal transverse struts or without them), filled with a lightweight foam or tape from a durable synthetic material that is wrapped around the wok the angle of the rod 13.

2 and 5, which show the method of use of the proposed equipment. The method includes forming a bottom surface of the elongated vertical cavity 41 or elongated vertical hole with a generally constant cross-sectional area and a diameter of 45, as shown in Figure 3. A hole or cavity 41 can be obtained by using a drilling device 33, shown in figure 2. Drilling device 33 has a drill head or auger auger 35 for forming a hole or cavity 41. Further tamping device or fixture 11 with bumps or actuator 31 is injected into the cavity 41 for sealing the pouring 47 filler. Preferably, the vertical cavity 41 is generally cylindrical and is formed in any suitable way, and the use of the drilling device shown in figure 2 is not required. The cavity 41, which has a predetermined depth 53 may also be formed by the introduction and extraction of the elongated tube or elongated bits.

As shown in Figure 3, the filling 47 filler is then placed inside the lower part of the cavity 41 with a predefined thickness 49 of the filling. Due to the construction equipped with a screen tamping device 11 according to the present invention, each poured filler placed within the ü cavity, may be in the cavity thickness greater than is possible in standard methods of forming printed piles. For example, as described below, are possible unconsolidated piled 47 filler thickness in the range of 3-5 ft (0.9-1.5 m) in cavities with a diameter of 20 to 24 inches (50-60 cm). This increases the efficiency of the process, as in standard methods for the formation of piles are typically used loose filling filler thickness of 1.5 feet (0.45 m), which requires more nasioc and more time for the formation of piles, while tamping device 11, referred to in this document, is able to condense piled 47 filler, two or more times thicker than standard fixtures. The filling 47 filler then RAM, as shown in figure 4, equipped with a screen tamping device 11 according to the present invention, the construction of which is specifically aimed at meeting the long felt needs in the prevention of collapse and collapse of the side walls 51 of the cavity 41 into the cavity 41 during tamping. As mentioned above, the collapse of the side wall often happened in soft or unstable soils, when tamping device of the prior art cited in the downward movement, thereby applying lateral pressure to the side art is Ron cavity during compaction of the filler and forcing turning the soft ground near the circumference of the tamping heads will fall over tamping head.

The pile is formed by successively adding and tamping nasioc. Figure 5 illustrates a reinforced poured 61 to a predetermined depth after compaction and its transverse extension with the indentation in the side wall 51 in the areas 37 and 43 of the cavity 41. The soil surrounding reinforced poured 61, the result is too compacted in the field of 36.

The filler 63, suitable for use with the preferred variant implementation, described and depicted herein, is a "well-sorted" filler used as the lower layer of the road surface, in which the maximum particle size is 2 inches (5 cm), and less than 12% of the particles pass through a sieve No. 200 (hole diameter 0.074 per inch (0,19 cm)). Can also be used an alternative fillers, in which the maximum particle size of up to about 3 inches (7.5 cm), and in which less than 5% of the particles pass through a sieve No. 200, such as crushed stone, recycled concrete, slag, sand, recycled asphalt, soil particles mixed with Portland cement and water (cement treated base) or other building materials. The maximum particle size of the filler should not exceed 25% of the diameter of the cavity.

The main advantage of the present invention is that it is equipped with a screen tramboo the Noah device eliminates the problem, available when using the standard methods of forming printed piles consists of collapse and collapse of the soil formed inside the cavity. Therefore, the present invention is more effective from the point of view of creating lateral pressure on the soil during the formation of piles than tamping heads known in the prior art. Another advantage is that it is equipped with a screen tamping device according to the present invention can be used with thicker nasypany filler than can be used in the prior art. For the preferred option implementation this means that the tamping head can be used with nasypany thickness of 3-5 ft (0.9-1.5 m) of unconsolidated filler. In practice, this means that the piles with the same or higher supporting ability, as in the prior art, can now be build using thicker filling.

The practical implementation of the present invention and the test will be described below with reference to Examples.

Example 1

6 illustrates the advantages that have been described above and which is obtained from the load tests on piles, formed using standard process and using the present invention, as described below. Supplied with the output screen tamping device 11, used in the tests consisted essentially the device described above and shown in the attached Figures. In this example, equipped with a screen tamping device 11 had a cylindrical screen with a length of 5 feet (1.5 m) and a diameter of 18 inches (45 cm)attached on the upper side of the cone tamping head 15. Screen 17 was welded to the tamping head 15. Inclined surface 21 was held down at a 45° angle from the upper end to the flat bottom surface of the tamping heads.

For this test drilling holes to a depth of 12 feet (3.6 m) and then back filling with ground limestone particle size of 1 inch (2.5 cm) or less. On the first day of the first test drilled hole with a diameter of 18 inches (45 cm), but has determined that a hole with a diameter slightly larger than the cylindrical screen, will be preferred. So "cutting elements" was added on each side and used a screw auger 35 to increase the hole diameter to 20 inches (50 cm). Introduction equipped with a screen tamping device 11 was more effective with a larger hole diameter.

The remainder of the first day was spent on the variation of the length of the seal (usually 20, 30, and 45 seconds on one filling) and the thickness of the filling (3 and 5 feet (0.9 and 1.5 m)). When the seal of one of the filling thickness of 5 feet (1.5 m) aetolia usually decreased by 1-1 .5 ft (0.3 to 0.45 m), then the compacted thickness of the filling was 3.5-4 feet (1,05-1,2 m). When the seal of one of the filling thickness of 3 ft (0.9 m) its thickness is usually decreased by 0.75-1 m (0.2-0.3 m), resulting in a compacted thickness of the filling was 2-2,25 ft (0.6-0.7 m). At these times of the seals and the thickness of the filling pressure test on the stiffness (Bottom Stabilization Tests (BST's)) showed shrinkage of 1-2 inches (2.5 to 5 cm) during the application of pressure for more than 10 seconds. Dynamic testing of the core to penetration (Dynamic core penetration (DCP) test) required 30 shock to penetrate ¾ inch (1.9 cm), and it shows that the top surface of the filling was quite compacted.

On the second day of testing was formed by four piles:

- in hole diameter of 20 inches (50 cm) using nasioc thickness of 5 feet (1.5 m) (unconsolidated)

- in hole diameter of 20 inches (50 cm) using nasioc thickness of 3 ft (0.9 m) (unconsolidated)

- in hole diameter of 24 inches (60 cm) using nasioc thickness of 3 ft (0.9 m) (unconsolidated) and

- in hole diameter of 30 inches (75 cm) using nasioc thickness of 1 ft (0.3 m) (unconsolidated).

The first three piles were condensed using the above equipped with a screen tamping device 11 according to the present izobreteny is (i.e. with a cylindrical screen with a length of 5 feet (1.5 m), with a diameter of 18 inches (45 cm), attached to the cone tamping head). The fourth pile was condensed using a standard tamping head. As the hole diameter of 20 inches (50 cm), for which modified the screw auger with a diameter of 18 inches (45 cm) to increase its diameter to 20 inches (50 cm)and the hole diameter of 24 inches (60 cm), for which used available on the site standard screw auger with a diameter of 24 inches (60 cm), the pile formed using the same tamping head (having a diameter of 18 inches (45 cm)according to the present invention. The pile is formed in a standard way in the hole diameter of 30 inches (75 cm) were used for comparison with piles generated using the supplied screen tamping device.

For piles formed in the hole with a diameter of 20 inches (50 cm) using nasioc thickness of 5 feet (1.5 m) (unconsolidated), when the compaction within 45 seconds, got the seal by 1.1-1.4 m (0,33-0,42 m) for each pouring. The test pressure for rigidity, held on the bottom of the filling, showed shrinkage in VA inch (3.1 cm). Dynamic testing of the core to penetration of the upper filling showed penetration into ½ inch (1.25 cm) for 25 strokes.

For piles formed by the hole diameter of 20 inches (50 cm) using nasioc thickness of 3 ft (0.9 m) (unconsolidated) when compaction within 30 seconds received the seal of 0.9-1.1 m (a 0.27-0.33 m) for each pouring. The test pressure for rigidity, held on the first and second nasibeh showed a shrinkage of 1 inch (2.5 cm) and ½ inch (1.25 cm), respectively. Dynamic testing of the core to penetration of the upper filling showed penetration 3/8 inch (0.9 cm) 25 blows.

For piles formed in the hole with a diameter of 24 inches (60 cm) using nasioc thickness of 3 ft (0.9 m) (unconsolidated), when the compaction within 30 seconds received the seal of 1.0-1.4 ft (0.3 to 0.4 m) for each pouring. The test pressure for rigidity, held on the first and second nasibeh showed shrinkage 1½ inches (3.8 cm) and 1 inch (2.5 cm), respectively. Dynamic testing of the core to penetration of the upper filling showed penetration of 3/4 inch (1.9 cm) for 25 strokes.

For piles formed in the hole diameter of 30 inches (75 cm) using nasioc thickness of 1 ft (0.3 m) (unconsolidated), when the compaction within 20 seconds has received the seal of 0.5 ft (0.15 m) for each pouring. The test pressure for rigidity, held on the second and third nasibeh showed shrinkage 3/8 inch (0.9 cm) and ¼ inch (0.6 cm), respectively. Dynamic testing of the core to penetration of the upper filling showed penetration ¾ inch (1.9 C is for 25 strokes.

A graph showing curves of tests all four piles pressure on rigidity, is depicted in Fig.6. To the top of the piles used for comparison and formed in the hole diameter of 30 inches (75 cm), while shrinking by 0.5 inch (1.25 cm) were applied pressure 26000 lb/ft2(130000 kg/m2). At the same shrinkage pressure 18000 lb/ft2(90000 kg/m2), 29000 lb/ft2(of 145,000 kg/m2and 29000 lb/ft2(of 145,000 kg/m2) were attached to the tops of the piles formed by using a equipped with a screen tamping device in the hole with a diameter of 24 inches (60 cm) and each of the holes with a diameter of 20 inches (50 cm), respectively.

In summary, piles are formed by using a equipped with a screen tamping device 11 in the holes with a diameter of 20 inches (50 cm) using nasioc thickness of 3 and 5 feet (0.9 and 1.5 m), showed better results compared to the reference pile, despite the increased thickness of nasioc. With regard to piles formed in the drilled hole with a diameter of 24 inches (60 cm), which was condensed equipped with a screen tamping device with a head diameter 18 inches (45 cm), load test showed worse results compared to the reference pile. Therefore, the ratio of the diameter of the tamping heads to the diameter of the hole is the tsya important to achieve high performance, as evidenced by the pile formed in the hole diameter of 24 inches (60 cm) and uplotnyaya with equipped with a screen tamping device with a head diameter 18 inches (45 cm), which had the lowest characteristics of the four tested piles. Accordingly, it is preferable that the diameter of the tamping heads (and screen) was only slightly less than the diameter of the drilled hole.

Example 2

As another example, the system according to the invention used for forming piles at the construction site Jackson Madison Country Hospital, Jackson, Tennessee. Three piles were tested for this project:

- one formed using nasioc thickness of 1.5 feet (0.45 m) (unconsolidated) and tamping each of the filling within 15 seconds,

- one formed using nasioc thickness of 3.0 ft (0.9 m) (unconsolidated) and tamping each of the filling within 20 seconds, and

- one formed using nasioc thickness of 3.0 ft (0.9 m) (unconsolidated) and tamping each pouring in 30 seconds.

All three piles were formed using a rod with a length of 12 feet (3.6 m).

The soil was as follows: silty clay passed in sandy clay at a depth of approximately 7 feet (2.1 m)clayey sand at a depth of approximately 10 feet (3 m), is Asok at a depth of approximately 15 feet (4.5 m). The standard test of the soil to penetration showed the following values of the resistances penetration: from 3 to 10 blows/ft (blows/0.3 m) in silty clay, increases with increasing depth; 11 blows/ft (blows/0.3 m) sandy clay; 27 blows/ft (blows/0.3 m) clayey sand; 20 blows/ft (blows/0.3 m) to failure in the sand, also increases with increasing depth.

Drilled the holes had a diameter of 24 inches (60 cm), and used the head is equipped with a screen tamping device had a diameter of 22 inches (55 cm).

A series of tests conducted to determine the relationship between shrinkage and duration tamping for nasioc thickness of 1.5, 2.0 and 3.0 feet (0.45, and 0.6 and 0.9 m) (unconsolidated). A graph showing the results depicted in Fig.7. The graph shows that large shrinkage observed in the compaction of nasioc thickness of 3 ft (0.9 m)than nasioc thickness of 1.5 or 2 feet (of 0.45 or 0.6 m). Graphics shrinkage for nasioc thickness of 1.5 and 2 feet (0.45 and 0.6 m) have the same trajectory after the first control time period. Increment shrinkage observed after 10 seconds tamping essentially the same for both of these piles.

Schedule pressure test on the rigidity of these three piles shown on Fig. The results show that the response to the pressure piles formed with the piled thickly is 1.5 feet (0.45 m) (unconsolidated) and tamping each of the filling within 15 seconds, is essentially the same as the piles formed with the pouring of a thickness of 3 ft (0.9 m) (unconsolidated) and tamping each of the filling within 20 seconds. Slightly lower specs shown a pile formed with the pouring of a thickness of 3 ft (0.9 m) (unconsolidated) and tamping each pouring in 30 seconds.

Example 3

As an additional example, the system comprising a tamping device 11 according to the invention, used for the formation of piles at the construction site Tower Tech Systems, Brandon, South Dakota. Subjects piles were located at 12 and 24 ft (3.6 and 7.2 m) South of the most southern of the piles formed in the standard way. The purpose of this test was a direct comparison of the piles formed by using a tamping device 11 according to the present invention, and the standard of piles formed using standard equipment, for example, that disclosed in US patent 5,249,892.

The soil at the construction site was as follows: soft clay to a depth of 15.5 feet (4.7 m), then sand. Standard test soil (clay in the fortified zone) on the penetration showed the following resistances penetration: 2 to 4 blows/ft (blows/0.3 m). The moisture content ranged from 22 to 36%. Groundwater was located at a depth of app is siteline 9 feet (2.7 m).

Piles formed in the hole diameter of 30 inches (75 cm) in the standard way, and piles formed in the hole diameter of 20 inches (50 cm) using a head with a diameter of 18 inches (45 cm) of the proposed equipped with a screen tamping device, formed for testing at the construction site. Subjects piles formed in the hole diameter of 30 inches (75 cm) in the standard way, took place at a depth of 16 and 17.5 feet (4.8 and 5,25 m), and the subjects piles formed in the hole diameter of 20 inches (50 cm) with head offer equipped with a screen tamping device was held at a depth of 14 feet (4.2 m).

The equipment according to the invention consisted of a cylindrical screen 17 with a length of 5 feet (1.5 m) and a diameter of 18 inches (45 cm), attached to the cone tamping head 15, which was attached to a long rod 13 and the rod 13 is connected with a hydraulic hammer 31. In the Northern test hole formed according to the invention, the usual way was placed piled in the thickness of 3 ft (0.9 m) (unconsolidated) and had each of them for 30 seconds, while in the South the test hole formed according to the invention, the usual way was placed piled in the thickness of 5 feet (1.5 m) (unconsolidated) and had each of them for 45 seconds. For fo the formation of piles used ground quartzite.

The tables below show the original depth of the hole, the depth of the top of the next unconsolidated dumping and the depth of the upper part of the compacted filling, all in feet (meters). The last columns show the thickness of the unconsolidated dumping and the magnitude of the seal of one of the filling.

Table 1
Detailed information about the formation of the Northern test piles (ramming each of the filling within 30 seconds)
The depth of the bottom of opening, feet (m)The depth of the upper part of unconsolidated dumping, feet (m)The depth of the upper part of the condensed dumping, feet (m)The thickness of unconsolidated dumping, feet (m)The achieved compaction, in feet (m)The compacted thickness of the filling, feet (m)
14,0(4,2)11,0(3,3)12,7(3,81)3,0(0,9)1,7(0,51)1,3(0,39)
12,7(3,81)9,7(2.91 in)11,8(3,54)3,0(0,9)2,(0,63) 0,9(0,27)
11,8(3,54)8,8(2,64)10,0(3)3,0(0,9)1,2(0,36)1,8(0,54)
10,0(3)7,0(2,1)8,0(2,4)3,0(0,9)1,0(0,3)2,0(0,6)
8,0(2,4)5,0(1,5)5,7(1,71)3,0(0,9)0,7(0,21)2,3(0,69)
5,7(1,71)2,7(0,81)4,0(1,2)3,0(0,9)1,3(0,39)1,7(0,51)
4,0(1,2)1,0(0,3)2,25(0,68)3,0(0,9)1,25(0,38)1,75(0,52)

From Table 1 we can see that there was considerable variability of compaction achieved in nasibeh thickness of 3 ft (0.9 m) (unconsolidated). The lower filling formed from a larger breed, used on the construction site, with a maximum diameter castelbellino 3 inches (7.5 cm). However, during the sealing of the first filling the bottom of the hole was much deeper due to the softness of the soil, causing pressure test on the first stiffness of the filling could not give reliable data. Formed the headgear piles with a diameter of 18 inches (45 cm). The formation of piles performed so that its top was about 2 ft (0.6 m) below the ground surface for forming a concrete pile cap.

Pressure test the rigidity of the second filling showed shrinkage in 2 inches (5 cm). Pressure test the rigidity of the third piled showed shrinkage in l1/8inches (2.8 cm). More pressure tested for stiffness were not, in order to preserve the properties of the piles, corresponding to 30 seconds tamping each of the filling (because the pressure applied during these tests, acts as an additional compaction).

Table 2
Detailed information about the formation of the southern test piles (ramming each of the filling within 45 seconds)
The depth of the bottom of opening, feet (m)The depth of the upper part of unconsolidated dumping, feet (m)The depth of the upper contiplating dumping, feet (m)The thickness of unconsolidated dumping, feet (m)The achieved compaction, in feet (m)The compacted thickness of the filling, feet (m)
14,0(4,2)9,0(2,7)10,5(3,15)5,0(1,5)1,5(0,45)3,5(1,05)
10,5(3,15)5,5(1,65)7,0(2,1)5,0(1,5)1,5(0,45)3,5(1,05)
7,0(2,1)2,0(0,6)3,25(0,98)5,0(1,5)1,25(0,38)3,75(1,12)
3,25(0,98)1,0(0,3)1,5(0,45)2,25(0,68)0,5(0,15)1,75(0,53)

From Table 2 we can see that the seal is achieved in nasibeh thickness of 5 feet (1.5 m) (unconsolidated)was relatively constant and amounted to approximately 1.25 to 1.5 feet (0,38-0,45 m). In the lower filling the bottom 2 feet (0.6 m) formed from a larger breed, used for construction set the (DKE), with a maximum particle diameter of approximately 3 inches (7.5 cm), and the upper 3 ft (0.9 m) were formed from smaller rocks with a maximum particle diameter of approximately 1 inch (2.5 cm). The formation of piles performed so that its peak was approximately 1.5 feet (0.45 m) below the ground surface for forming a concrete pile cap. Formed the headgear piles with a diameter of 18 inches (45 cm).

Piles formed according to the present invention, compared with the piles formed in the hole diameter of 30 inches (75 cm) in the standard way using nasioc thickness of 12 inches (30 cm). The results of the pressure test on the stiffness shown in Fig.9, where the horizontal axis represents pressure. When test piles, formed according to the invention, the pressure applied to the concrete cap with a diameter of 18 inches (45 cm).

The test results show that under the same pressures piles formed by using a equipped with a screen tamping device according to the present invention and nasioc thickness of 3 and 5 feet (0.9 and 1.5 m) (unconsolidated)had a slightly higher stiffness compared to the piles formed in holes with a diameter of 30 inches (75 cm) in the standard way. At high pressure levels piles, formed according to image ateneu, showed the fracture curve, similar to the standard characteristic. This shows that compaction piles was sufficient to achieve elastic reactions at pressures less than approximately 30,000 lb/ft2(150000 kg/m2).

In the above detailed description of embodiments refers to the accompanying drawings, which illustrate specific embodiments of the invention. However, the scope of the invention includes other embodiments of having a great design and principles of operation. The term "invention" and the like are used in relation to specific examples, which the developer of the present invention disclosed in this document, many of the aspects or embodiments, but the presence or absence of disclosure of one or another aspect or variant implementation does not restrict the scope of the invention or the scope of the claims. The present description is divided into sections only for the convenience of the reader. Headers should not be construed as limiting the scope of the invention. Definitions should be considered as part of the description of the invention. You must understand that the various elements of the invention may be modified without departing from the scope of the invention. In addition, the above description is explanatory but not restrictive

This application is related and claims priority to application No. 61/084,520 U.S. patent, which was filed on July 29, 2008, and link means its full inclusion in the description of this application.

1. Tamping device containing a rod for driving the tamping head, ramming head attached to the end of the shaft for tamping of the filling of the filler in the cavity formed in the ground surface and having a generally flat, blunt bottom surface and the screen, the diameter of which ensures the contact of the lower edge of the screen with the top surface of the tamping heads near the edge of this upper surface and which passes upward from the tamping head at a predetermined height sufficient to prevent collapse and collapse the side walls of the cavity in the soft soil, where it is used tamping device inside the specified cavity.

2. Tamping device according to claim 1, wherein the tamping head additionally has an angled surface, passing in the circumferential direction from the lower surface to the side surface of the tamping heads.

3. Tamping device according to claim 2, characterized in that the inclined surface goes up from the blunt bottom surface at an angle of about 45°.

4. Tamping device is according to claim 1, characterized in that the screen rests on the tamping head and has a hole for the specified terminal to which is attached a tamping head.

5. Tamping device according to claim 1, characterized in that the predefined height of the screen is in the range of about 3 to 5 feet tall.

6. Tamping device according to claim 5, characterized in that the diameter of the tamping head is in the range of about 12 to 36 inches.

7. Tamping device according to claim 6, characterized in that the tamping head has an essentially round shape.

8. Tamping device according to claim 7, wherein the tamping head has a generally flat, blunt bottom surface and an inclined surface extending from the bottom surface to the side surface of the tamping heads.

9. Tamping device according to claim 1, characterized in that the screen is a hollow cylinder.

10. Tamping device according to claim 9, characterized in that the hollow cylinder is filled with lightweight foam.

11. Tamping device according to claim 1, characterized in that the screen is a strip of synthetic material, is wound around the rod.

12. The method of formation of piles, containing the steps: forming in the ground surface of the elongated cavity having a generally constant cross-sectional area, premises ncipc the filler inside the specified cavity, and tamping piled tamping device containing tamping head attached to the end of the rod, and tamping head has a generally flat, blunt bottom surface, and also contains the screen, the diameter of which ensures the contact of the lower edge of the screen with the top surface of the tamping heads near the edge of this upper surface and which passes upward from the tamping head at a predetermined height sufficient to prevent collapse and collapse the side walls of the cavity inside the specified cavity.

13. The method according to item 12, wherein the tamping head additionally has an angled surface, passing in the circumferential direction from the lower surface to the side surface of the tamping heads.

14. The method according to item 13, wherein the inclined surface goes up from the blunt bottom surface at an angle of about 45°.

15. The method according to item 12, characterized in that the screen rests on the tamping head and has a hole for the specified terminal to which is attached a tamping head.

16. The method according to item 12, wherein the compaction is carried out by driving the tamping heads specified by the rod, passing upward from the tamping head, and the screen goes up to a predefined height is y, sufficient to prevent collapse and collapse the side walls of the elongated cavity inside the specified cavity during tamping operations, and has a hole in the upper part, through which can pass the specified terminal for connection to a tamping head.

17. The method according to item 12, wherein the predefined height of the screen is in the range of about 3 to 5 feet tall.

18. The method according to 17, characterized in that the diameter of the tamping head is in the range of about 12 to 36 inches.

19. The method according to p, wherein the tamping head has an essentially round shape.

20. The method according to item 12, characterized in that the thickness of the filling of the filler is approximately equal to 2-3 transverse dimensions of the cavity.

21. The method according to item 12, characterized in that the compaction is performed in a cavity formed in the soft ground.

22. The method according to item 12, wherein the screen is a hollow cylinder.

23. The method according to item 22, wherein the hollow cylinder is filled with lightweight foam.

24. The method according to item 12, wherein the screen is a strip of synthetic material, is wound around the rod.



 

Same patents:

FIELD: construction.

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EFFECT: higher reliability of a bearing base for responsible underground structures, provides for accuracy of base strengthening performance.

6 cl, 3 dwg

FIELD: construction.

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FIELD: construction.

SUBSTANCE: method of drilled pile manufacturing includes well arrangement in soil. Supply of material into it. Compaction of soil under lower end of formed pile. In process of soil compaction, in the base of formed drilled pile with parametres equivalent to driven pile, its conventional camouflet cavity is arranged with diametre Dkp equal to diametre of dzs equivalent to driven pile, where: dzs - diametre (m) of equivalent driven pile. DkP - diametre (m) of conventional camouflet cavity produced in soil as it is displaced under lower end of formed drilled pile, by means of supply of controlled material volume to fill conventional camouflet cavity according to the following dependence : where V is controlled volume (m3) of material spent for filling of conventional camouflet cavity produced in soil due to its displacement into pile foundation. As well is filled with material in the form of hardening mix, preferably plastic concrete mix, diametre of equivalent driven pile is identified according to dependence , where dzs - diametre (m) of equivalent driven pile. Dskw - diametre (m) of well; Δh - measured value of subsidence (m) of plastic concrete mix in well as conventional camouflet cavity produced due to displacement of soil under lower end of formed pile is being filled. And in order to produce drilled pile with parametres of driven one of the same diametre, soil is treated in the lower end of pile till material subsides, preferably concrete mix, in well by value, which is compared with the one defined from the following ratio: Δh/Dskw=0.4. Besides in the lower end of well soil is exposed to forces, and their sufficiency is controlled (assessed) by flow of material additionally supplied to well in process of soil treatment, and its volume is identified according to formula , where Dskw - diametre (m) of formed pile. Besides in well reinforced with casing pipe, dynamic actions at soil are carried out until material subsidence value in casing pipe makes at least the following: , where Δhtr is subsidence (m) of material in casing pipe. Dskw - diametre (m) of well. Dfr - inner diametre (m) of casing pipe. Dynamic actions at soil in lower end of formed pile are carried out to achieve conventional failure, which is represented by material subsidence of not more than 2 mm in process of the last action, and when soils are compacted by electric explosions in pile foundation with application of electrode system, dynamic treatment is interrupted provided that electrode system freely installed on bottomhole in process of electric explosion sinks by not more than 1-2 cm, and in process of soil dynamic treatment at least one additional camouflet expansion is created along pile length, preferably, in zones of well opening of soils that are most pliant to compaction, which is detected by reaction of soil to test dynamic actions performed along pile length.

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7 cl

Driven pile // 2386748

FIELD: construction.

SUBSTANCE: invention is related to construction, in particular to pile foundations. Driven pile consists of shaft with axial hole, sharpened tip with circular base and conusoidal shell with spike, cavities inside shell filled with hardening solution. There is a threaded hole in tip base, which is closed with threaded plug with stem. Tip shell is rumpled with submergence force after removal of threaded plug and additional submersion of pile. For additional increase of bearing capacity there is an elastic shell on lower part of shaft with facilities for fixation of its upper and lower ends; cavity between elastic shell and shaft surface; protective jacket with facilities of its fixation of shaft, which slides in radial direction and embraces elastic shell. There is a radial hole in shaft, which connects longitudinal hole with specified cavity transformed into support belt after the pile has been submerged at the specified depth, the cavity has been filled with hardening solution via holes in shaft and the solution has hardened.

EFFECT: improved bearing capacity of hollow piles.

4 cl, 7 dwg

FIELD: oil-and-gas.

SUBSTANCE: invention related to construction, particularly can be used for bored piles with enlarged base arrangement. The method includes hole boring, hole opening with mechanical clampshell enlarger, reinforced cage installation and filling in the hole with concrete mixture. Developing enlargement with ration of enlargement diametre to hole diametre, equal de/dh≥2 with rotation velocity equal n=20-100 revolution per minute, dependant on ground conditions. After covering distance 0.8 h, where h - height of enlargement, stop axial supply of boring media and at that level, during 3-5 revolutions execute enlargement base cleaning, and ground collector and voids between enlarger blades complete filling. Turn on axial supply and execute boring till enlargement total height and enlargement blades closure. Take away enlarger, then concrete enlarged base, install reinforced cage and complete bored piles arrangement with concreting its core.

EFFECT: method of bored pile arrangement efficiency increase and hole enlarger design improvement, hole enlarger reliability increase, easing of ground withdrawal out form ground collector and better quality of constructed bore pile.

4 cl, 3 dwg

FIELD: construction industry.

SUBSTANCE: invention refers to construction industry and namely to construction of bearing piles in ground rock. Device for making multi-layer sealed pile in ground rock includes, in the combination, elongated hollow tube having longitudinal axis, upper inlet end for material, open lower discharge end for material and diametre of the first external surface and common formed lower head element at open discharge end, which has diametre of the second external surface, which is more than diametre of the first external surface and made with the possibility of transmitting combination from axial and transverse stress components when hollow tube is lowered. Head element consists of common attachment to hollow tube; at that, head element includes lower driving end which in general has configuration of flattened cone between head element of external surface and lower discharge hole made in the lower driving end, and back end having in general the configuration of flattened cone, and cap of the head element covering lower discharge hole. Lower head element with the cap and hollow tube are formed for being introduced into ground rock and for displacing the earth when hollow tube with lower head element and the above cap is lowered into ground rock so that a cavity is formed in ground rock. The cap is at least partially removed from lower discharge hole when hollow tube is then lifted from the formed cavity in order to perform passage of material through lower discharge hole to the cavity section released with hollow tube and lower head element. The latter has the form of cross section and the sizes which are more than the shape of cross section and sizes of hollow tube in order to decrease friction forces on hollow tube when penetrating into ground rock and being removed from it.

EFFECT: improving reliability of the pile and capacity and production effectiveness of piles.

34 cl, 26 dwg

FIELD: construction.

SUBSTANCE: invention is related to methods for arrangement of pile foundations for structures, to pile foundations and shell structure for creation of widened foot for pile foundations. Method for creation of pile foundation for structures, according to which the following stages are executed on site to arrange the mentioned foundation - well for installation of foundation pipe is drilled with the help of the first auger drill. The following section is drilled under lower end of installed foundation pipe. Cavity is arranged in the specified section by means of scraper and pressure of water jet. Loose soil is removed from specified cavity by mentioned first drill. Pipe for set of tools and accessories with the second auger drill and flexible shell that envelopes the lower part of the second specified drill is lowered through foundation pipe into lower part of specified section. Excess pressure is built up in specified shell, and moulding material is injected into specified cavity, surplus of which is then removed by the second auger drill. After mentioned material hardens, the specified shell is blown off and removed via specified foundation pipe. Reinforcing device is lowered into foundation pipe. Concrete material is poured into foundation pipe, at that specified cavity is filled, and specified reinforcing device is embedded into concrete, thus creating widened foot for foundation pipe. Versions of method and pile foundation are also stated.

EFFECT: higher stability and resistance to compressing and stretching forces, lower material intensity.

5 cl, 26 dwg

FIELD: building.

SUBSTANCE: invention refers to building, in particular, to strengthening of the bases under the basements. The way of strengthening of the basement erected on waterlogged priming coats and near to the located constructions includes supply of early strength concrete in the metal tubing established in driven wells, drilled through a basic part of the basement and a ground. Pipes are made with the welded boots, in pipes lower explosive charges and fill with early strength concrete, then the explosive charges are detonated, remaining hollownesses of driven wells and pipes are filled with early strength concrete.

EFFECT: provision of reliable strengthening of the basements erected in waterlogged priming coats and near to located constructions; increase of load-carrying capacity.

2 dwg

FIELD: construction, particularly bored piles with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: method involves drilling well; filling the well with concrete mix and non-detonating composition including fuel and oxidizer; igniting non-detonating composition by applying low-voltage pulse to electric igniter and combusting non-detonating composition in deflagration regime to create camouflet void with following concrete mix hardening. The fuel is solid hydrocarbon selected from polyethylene, polypropylene and polystyrene. The oxidizer is sodium or potassium chlorate. Non-detonating composition is supplied in well before well filling with concrete mix.

EFFECT: decreased pile production time due to accelerated concrete mix hardening and improved produced pile quality.

6 cl

FIELD: bulkheads, piles, or other structural elements specially adapted to foundation engineering, particularly concrete or concrete-like piles cast in position with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: reinforcement device is used to erect pile foundation with the use of foundation pile having at least one longitudinal cavity. Reinforcing device comprises a number of joined reinforcement members hingedly connected with central annular member located so that reinforcement device may be collapsed during installation and erected during device usage. Reinforcement device is connected to pile by at least one member working in tension. Foundation pile reinforced with the use of said device and method for foundation pile driving and pile bottom reinforcement are also disclosed.

EFFECT: increased uniformity of reinforcement distribution over pile bottom, improved compression and stretching force damping, decreased labor inputs and material consumption.

36 cl, 25 dwg

Bearing pile // 2251609

FIELD: building, particularly for constructing foundations of various building structures.

SUBSTANCE: bearing pile comprises head, rod and tip fixed to embedded rod part by embedded member. The tip is formed of thermoplastic concrete and has electric heater located inside the tip. Electric heater heats the tip after driving thereof into ground as far as it will go to obtain softening temperature of 80-150°C. Then the pile is fully driven in ground. Electric heater wires are placed in tube in longitudinal rod direction and brought outside under pile head for connection thereof with electric power source.

EFFECT: increased load-bearing pile capacity due to provision of widened pile tip support area.

2 cl, 5 dwg

FIELD: bulkheads, piles, or other structural elements specially adapted to foundation engineering, particularly concrete or concrete-like piles cast in position with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: reinforcement device is used to erect pile foundation with the use of foundation pile having at least one longitudinal cavity. Reinforcing device comprises a number of joined reinforcement members hingedly connected with central annular member located so that reinforcement device may be collapsed during installation and erected during device usage. Reinforcement device is connected to pile by at least one member working in tension. Foundation pile reinforced with the use of said device and method for foundation pile driving and pile bottom reinforcement are also disclosed.

EFFECT: increased uniformity of reinforcement distribution over pile bottom, improved compression and stretching force damping, decreased labor inputs and material consumption.

36 cl, 25 dwg

FIELD: construction, particularly bored piles with enlarged footing or enlargements at the bottom of the pile.

SUBSTANCE: method involves drilling well; filling the well with concrete mix and non-detonating composition including fuel and oxidizer; igniting non-detonating composition by applying low-voltage pulse to electric igniter and combusting non-detonating composition in deflagration regime to create camouflet void with following concrete mix hardening. The fuel is solid hydrocarbon selected from polyethylene, polypropylene and polystyrene. The oxidizer is sodium or potassium chlorate. Non-detonating composition is supplied in well before well filling with concrete mix.

EFFECT: decreased pile production time due to accelerated concrete mix hardening and improved produced pile quality.

6 cl

FIELD: building.

SUBSTANCE: invention refers to building, in particular, to strengthening of the bases under the basements. The way of strengthening of the basement erected on waterlogged priming coats and near to the located constructions includes supply of early strength concrete in the metal tubing established in driven wells, drilled through a basic part of the basement and a ground. Pipes are made with the welded boots, in pipes lower explosive charges and fill with early strength concrete, then the explosive charges are detonated, remaining hollownesses of driven wells and pipes are filled with early strength concrete.

EFFECT: provision of reliable strengthening of the basements erected in waterlogged priming coats and near to located constructions; increase of load-carrying capacity.

2 dwg

FIELD: construction.

SUBSTANCE: invention is related to methods for arrangement of pile foundations for structures, to pile foundations and shell structure for creation of widened foot for pile foundations. Method for creation of pile foundation for structures, according to which the following stages are executed on site to arrange the mentioned foundation - well for installation of foundation pipe is drilled with the help of the first auger drill. The following section is drilled under lower end of installed foundation pipe. Cavity is arranged in the specified section by means of scraper and pressure of water jet. Loose soil is removed from specified cavity by mentioned first drill. Pipe for set of tools and accessories with the second auger drill and flexible shell that envelopes the lower part of the second specified drill is lowered through foundation pipe into lower part of specified section. Excess pressure is built up in specified shell, and moulding material is injected into specified cavity, surplus of which is then removed by the second auger drill. After mentioned material hardens, the specified shell is blown off and removed via specified foundation pipe. Reinforcing device is lowered into foundation pipe. Concrete material is poured into foundation pipe, at that specified cavity is filled, and specified reinforcing device is embedded into concrete, thus creating widened foot for foundation pipe. Versions of method and pile foundation are also stated.

EFFECT: higher stability and resistance to compressing and stretching forces, lower material intensity.

5 cl, 26 dwg

FIELD: construction industry.

SUBSTANCE: invention refers to construction industry and namely to construction of bearing piles in ground rock. Device for making multi-layer sealed pile in ground rock includes, in the combination, elongated hollow tube having longitudinal axis, upper inlet end for material, open lower discharge end for material and diametre of the first external surface and common formed lower head element at open discharge end, which has diametre of the second external surface, which is more than diametre of the first external surface and made with the possibility of transmitting combination from axial and transverse stress components when hollow tube is lowered. Head element consists of common attachment to hollow tube; at that, head element includes lower driving end which in general has configuration of flattened cone between head element of external surface and lower discharge hole made in the lower driving end, and back end having in general the configuration of flattened cone, and cap of the head element covering lower discharge hole. Lower head element with the cap and hollow tube are formed for being introduced into ground rock and for displacing the earth when hollow tube with lower head element and the above cap is lowered into ground rock so that a cavity is formed in ground rock. The cap is at least partially removed from lower discharge hole when hollow tube is then lifted from the formed cavity in order to perform passage of material through lower discharge hole to the cavity section released with hollow tube and lower head element. The latter has the form of cross section and the sizes which are more than the shape of cross section and sizes of hollow tube in order to decrease friction forces on hollow tube when penetrating into ground rock and being removed from it.

EFFECT: improving reliability of the pile and capacity and production effectiveness of piles.

34 cl, 26 dwg

FIELD: oil-and-gas.

SUBSTANCE: invention related to construction, particularly can be used for bored piles with enlarged base arrangement. The method includes hole boring, hole opening with mechanical clampshell enlarger, reinforced cage installation and filling in the hole with concrete mixture. Developing enlargement with ration of enlargement diametre to hole diametre, equal de/dh≥2 with rotation velocity equal n=20-100 revolution per minute, dependant on ground conditions. After covering distance 0.8 h, where h - height of enlargement, stop axial supply of boring media and at that level, during 3-5 revolutions execute enlargement base cleaning, and ground collector and voids between enlarger blades complete filling. Turn on axial supply and execute boring till enlargement total height and enlargement blades closure. Take away enlarger, then concrete enlarged base, install reinforced cage and complete bored piles arrangement with concreting its core.

EFFECT: method of bored pile arrangement efficiency increase and hole enlarger design improvement, hole enlarger reliability increase, easing of ground withdrawal out form ground collector and better quality of constructed bore pile.

4 cl, 3 dwg

Driven pile // 2386748

FIELD: construction.

SUBSTANCE: invention is related to construction, in particular to pile foundations. Driven pile consists of shaft with axial hole, sharpened tip with circular base and conusoidal shell with spike, cavities inside shell filled with hardening solution. There is a threaded hole in tip base, which is closed with threaded plug with stem. Tip shell is rumpled with submergence force after removal of threaded plug and additional submersion of pile. For additional increase of bearing capacity there is an elastic shell on lower part of shaft with facilities for fixation of its upper and lower ends; cavity between elastic shell and shaft surface; protective jacket with facilities of its fixation of shaft, which slides in radial direction and embraces elastic shell. There is a radial hole in shaft, which connects longitudinal hole with specified cavity transformed into support belt after the pile has been submerged at the specified depth, the cavity has been filled with hardening solution via holes in shaft and the solution has hardened.

EFFECT: improved bearing capacity of hollow piles.

4 cl, 7 dwg

FIELD: construction.

SUBSTANCE: method of drilled pile manufacturing includes well arrangement in soil. Supply of material into it. Compaction of soil under lower end of formed pile. In process of soil compaction, in the base of formed drilled pile with parametres equivalent to driven pile, its conventional camouflet cavity is arranged with diametre Dkp equal to diametre of dzs equivalent to driven pile, where: dzs - diametre (m) of equivalent driven pile. DkP - diametre (m) of conventional camouflet cavity produced in soil as it is displaced under lower end of formed drilled pile, by means of supply of controlled material volume to fill conventional camouflet cavity according to the following dependence : where V is controlled volume (m3) of material spent for filling of conventional camouflet cavity produced in soil due to its displacement into pile foundation. As well is filled with material in the form of hardening mix, preferably plastic concrete mix, diametre of equivalent driven pile is identified according to dependence , where dzs - diametre (m) of equivalent driven pile. Dskw - diametre (m) of well; Δh - measured value of subsidence (m) of plastic concrete mix in well as conventional camouflet cavity produced due to displacement of soil under lower end of formed pile is being filled. And in order to produce drilled pile with parametres of driven one of the same diametre, soil is treated in the lower end of pile till material subsides, preferably concrete mix, in well by value, which is compared with the one defined from the following ratio: Δh/Dskw=0.4. Besides in the lower end of well soil is exposed to forces, and their sufficiency is controlled (assessed) by flow of material additionally supplied to well in process of soil treatment, and its volume is identified according to formula , where Dskw - diametre (m) of formed pile. Besides in well reinforced with casing pipe, dynamic actions at soil are carried out until material subsidence value in casing pipe makes at least the following: , where Δhtr is subsidence (m) of material in casing pipe. Dskw - diametre (m) of well. Dfr - inner diametre (m) of casing pipe. Dynamic actions at soil in lower end of formed pile are carried out to achieve conventional failure, which is represented by material subsidence of not more than 2 mm in process of the last action, and when soils are compacted by electric explosions in pile foundation with application of electrode system, dynamic treatment is interrupted provided that electrode system freely installed on bottomhole in process of electric explosion sinks by not more than 1-2 cm, and in process of soil dynamic treatment at least one additional camouflet expansion is created along pile length, preferably, in zones of well opening of soils that are most pliant to compaction, which is detected by reaction of soil to test dynamic actions performed along pile length.

EFFECT: development of drilled piles with bearing capacity by soil, same as for driven piles, with minimum possible usage of resources and maximum possible usage of properties inherent in massif of soil that contains pile.

7 cl

FIELD: construction.

SUBSTANCE: device for compaction of soil in drilled pile well bottomhole includes casing pipe, bushing fixed on it with working element pulled through it. Working element is arranged in the form of hollow pipe, at the lower end of which there is a thrust journal and sealing attachment, and at the upper end there are upper and lower supports and inertial mass, placed on hollow pipe between upper and lower supports with sliding fit.

EFFECT: improved bearing capacity of drilled piles erected in watered and soft soils.

4 dwg

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