Pile erection method. RU patent 2520314.
 Erection method of pile of shallow embedding / 2510441Erection method of a pile of shallow embedding involves making of an initial well and installation of a pile shaft into it. The pile shaft is composed of a single steel pipe or it is provided with a telescopic configuration using steel pipes of large diameter with smooth transitions from one section of the shaft to the other so that length l2 of the second pipe is taken at the interval of 1/3 to 1/10 of total pile length L, and in case the third pipe is used, which comprises the pile shaft, its length l3=l2-l2' (where l2' - length of shortened second pipe) is taken at the interval of 1/6 to 1/20 of total pile length L. The lower end of the shaft is equipped with a flat steel bearing plate having the shape of a polygon, a square, a round, a ring, or the bearing plate is made in the form of a grid from a metal profile. The pile shaft is located in the centre of the initial well, the free space of which is filled to depth l2 or l2'+l3 with large, average and small fragmentary material, for example crushed stone, and the above lying volume of the well is filled with wet quartz sand mixed with soil extracted during development of the initial well with further compacting of filler material. The cavity of the shaft itself is left hollow or filled with concrete mixture after or without any introduction to it of a reinforcement cage with vibratory mechanisms involved for normative compacting of concrete. |
 Installation method of pile of open profile in weak seasonally frozen heaving soils / 2394127Installation method of pile of open profile in weak seasonally frozen heaving soils provides for equipping some part of length of the pile shaft with the shell of closed transverse profile, which is arranged on some part of length of shaft, which is buried below the limit of seasonally frozen soil. Length of shell is determined based on optimum conditions of forming the compacted soil plug in semi-closed space of cavity of shell in direction of action of submerging force on the basis of the ratio: L = B/2tg(φ/2), where L - length of shell; B - width (cross dimension) of shell; φ - angle of internal friction of soil at the boundary of seasonal frost. |
 Screw pile and pile construction method / 2278211Screw pile for soft ground comprises hollow shaft with helical extensions formed on outer shaft surface and extending at α angle to vertical line. The extensions are made of steel strip. The shaft is provided with connection pipes to supply filler in space between pile shaft and extensions to impart ellipsoid shape to the extensions. Tangent of α angle is equal to 0.15 - 0.70. Method of pile forming in soft ground involves producing hollow pile shaft with helical extensions; driving pile for predetermined design depth and imparting ellipsoid shape to the extensions after pile driving in ground by supplying filler in spaces between shaft and extensions; filling hollow pipe shaft with concrete. |
 Pile / 2250304Invention relates to design of piles driven by method of static forcing-in using force-in plants or by method of dynamic forcing-in by means of pile drives. Proposed pile is made in form of prismatic shaft with pyramidal end piece on side faces of which longitudinal slots are made over entire length deepening in direction of end piece. Novelty is that angle of tilting of pyramidal faces of end piece relative to axis of shaft is 30°-45° and longitudinal slots are deepened in direction to end piece to form angle of 10°-24° with axis of shaft. Said slots have form of trapezium in cross section with base located on side face of shaft, and width of slot is 0.3-0.5 of width of side face. |
| Pile / 2250304 Invention relates to design of piles driven by method of static forcing-in using force-in plants or by method of dynamic forcing-in by means of pile drives. Proposed pile is made in form of prismatic shaft with pyramidal end piece on side faces of which longitudinal slots are made over entire length deepening in direction of end piece. Novelty is that angle of tilting of pyramidal faces of end piece relative to axis of shaft is 30°-45° and longitudinal slots are deepened in direction to end piece to form angle of 10°-24° with axis of shaft. Said slots have form of trapezium in cross section with base located on side face of shaft, and width of slot is 0.3-0.5 of width of side face. |
| Screw pile and pile construction method / 2278211 Screw pile for soft ground comprises hollow shaft with helical extensions formed on outer shaft surface and extending at α angle to vertical line. The extensions are made of steel strip. The shaft is provided with connection pipes to supply filler in space between pile shaft and extensions to impart ellipsoid shape to the extensions. Tangent of α angle is equal to 0.15 - 0.70. Method of pile forming in soft ground involves producing hollow pile shaft with helical extensions; driving pile for predetermined design depth and imparting ellipsoid shape to the extensions after pile driving in ground by supplying filler in spaces between shaft and extensions; filling hollow pipe shaft with concrete. |
| Installation method of pile of open profile in weak seasonally frozen heaving soils / 2394127 Installation method of pile of open profile in weak seasonally frozen heaving soils provides for equipping some part of length of the pile shaft with the shell of closed transverse profile, which is arranged on some part of length of shaft, which is buried below the limit of seasonally frozen soil. Length of shell is determined based on optimum conditions of forming the compacted soil plug in semi-closed space of cavity of shell in direction of action of submerging force on the basis of the ratio: L = B/2tg(φ/2), where L - length of shell; B - width (cross dimension) of shell; φ - angle of internal friction of soil at the boundary of seasonal frost. |
| Erection method of pile of shallow embedding / 2510441 Erection method of a pile of shallow embedding involves making of an initial well and installation of a pile shaft into it. The pile shaft is composed of a single steel pipe or it is provided with a telescopic configuration using steel pipes of large diameter with smooth transitions from one section of the shaft to the other so that length l2 of the second pipe is taken at the interval of 1/3 to 1/10 of total pile length L, and in case the third pipe is used, which comprises the pile shaft, its length l3=l2-l2' (where l2' - length of shortened second pipe) is taken at the interval of 1/6 to 1/20 of total pile length L. The lower end of the shaft is equipped with a flat steel bearing plate having the shape of a polygon, a square, a round, a ring, or the bearing plate is made in the form of a grid from a metal profile. The pile shaft is located in the centre of the initial well, the free space of which is filled to depth l2 or l2'+l3 with large, average and small fragmentary material, for example crushed stone, and the above lying volume of the well is filled with wet quartz sand mixed with soil extracted during development of the initial well with further compacting of filler material. The cavity of the shaft itself is left hollow or filled with concrete mixture after or without any introduction to it of a reinforcement cage with vibratory mechanisms involved for normative compacting of concrete. |
 Pile erection method / 2520314Pile is arranged in the following way. A well is drilled for vertical bored shaft 1. Bored shaft 1 with a cavity for drive shaft 3 is made. Arrangement works of drive shaft 3 are performed and the rest space between bored and drive shafts is filled with small-grain concrete 5. After that, monolithic foundation frame 6 is arranged, and the obtained pile structure is rigidly attached to it. |
FIELD: construction.
SUBSTANCE: pile is arranged in the following way. A well is drilled for vertical bored shaft 1. Bored shaft 1 with a cavity for drive shaft 3 is made. Arrangement works of drive shaft 3 are performed and the rest space between bored and drive shafts is filled with small-grain concrete 5. After that, monolithic foundation frame 6 is arranged, and the obtained pile structure is rigidly attached to it.
EFFECT: increasing load-carrying capacity and reducing material consumption.
2 dwg
The invention relates to the construction and may be used in the construction of heavy structures that are compressible soils in regions with high seismicity.
It is known technical solution, which involves the following order of works: drilling of wells for drilling piles diameter, large cross-section of driven piles, dive through it with the adapter driven piles and then pour drilling piles (the patent for useful model №30153, CL EV 5/30, 2003).
Known technical solution has the following disadvantages: creates additional complexity when immersing of piles due to the necessity of using the inventory of the cable adapter. Requires additional protection of the well casing pipe or bentonitovykh solution from decompression and strewing the ground in the walls of wells when immersed knock part of the pile.
Closest to the proposed technical substance is a technical solution, including dive driven piles into the ground through the concrete body drilling piles at a depth below the level of the drill piles of not less than 1 m, sealed underground borehole walls (the patent for useful model №118649, CL E02D 5/30, 2006).
The downsides of the device is the lack of control of verticality of driven shaft. And in the process the device driven piles, at the expense of dynamic effects, there is a stratification of a concrete mix with no possibility of its restoration.
The technical result is to increase the bearing capacity of piles and dematerialization.
The technical result is achieved due to the fact that the method of construction of piles, including dive driven piles into the ground through the concrete body drilling piles, at a depth below the level of the drill piles not less than 1 m, according to the invention at the device of bored piles in her suit cavity and after the curing of concrete produce a device driven piles in the cavity, with drilling and driven piles common raft with rebar piles.
The novelty of the proposed solution is that performed in the soil pile, at the expense total carrying capacity bored and driven piles, provides greater load-bearing capacity on the vertical and horizontal loads. At the device of driven piles is formed around it sealed the body of the soil, thereby, bored pile will transfer the load on soils with improved deformation characteristics. Large diameter drilled piles provides greater load-bearing capacity on the horizontal load in the top part of the Foundation.
Length, diameter of driven piles and piles that are determined based on the required bearing capacity of piles depending on the characteristics of the soil surrounding the pile, and in accordance with the process requirements.
The invention is illustrated by drawings, where figure 1 shows a General view of the pile in the section. Figure 2 shows a top view.
Pile, raised the proposed method includes a vertical drilled pile 1 with the reinforcement cage 2, vertical driven pile 3 with reinforcing cages 4. The free space between bored and driven piles fill fine-grained concrete 5, and piles rigidly connected to the grid 6.
The method of construction of piles is carried out as follows.
Perform drilling vertical bored piles 1. Made of bored pile 1 with a cavity for driven piles 3. Work on the device driven piles 3 to the depth below the level of the drill piles of at least 1 meter and fill in the remaining space between bored and driven piles of fine-grained concrete 5. After arrange monolithic grillage 6 and firmly connect the resulting design piles with rebar.
The method of construction of piles, including dive driven piles into the ground through the concrete body drilling piles, at a depth below the level of the drill piles not less than 1 m, wherein when the device bored piles in her suit cavity and after the curing of concrete produce a device driven piles in the cavity, with drilling and driven piles common raft with rebar piles.