Method for cast-in-place pile building in collapsible ground

IPC classes for russian patent Method for cast-in-place pile building in collapsible ground (RU 2266368):

E02D7/02 - Placing by driving

E02D5/38 - making by use of mould-pipes or other moulds

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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

The invention relates to the field of construction, namely the method of construction provive-ramming piles of large diameter in subsiding soil of great thickness.

There is a method of education in the soil well printed under the pile, including the punching of the soil, carried out by the jet it, and eroding soil on the height of the well layers from top to bottom, and before washout of each lower tier on the ground affected by electro-discharge [1].

The disadvantages of this method are:

- the complexity of its implementation;

- the necessity of special electric pulse generator;

- apply only when ambient temperature is above 0°C;

- low productivity and high cost of operations.

The known method the construction of ramming piles in the ground, providing the opportunity differentiable controlled increase of the bearing capacity of the pile without changing the dimensions of the wells and loading piles part load to set the minimum required concrete strength, prior to installation of the reinforcement cage, the lower ends of the rods it fix the boot with top pointed up the conical section, and the concrete mix is placed below the wellhead and on the laid concrete mixture install the cap with the channels, through which passes the t rods of the reinforcement cage, and compaction of the concrete mix and trambovaniem part of it in the walls of the well is carried out by tension rebar skeleton [2].

The disadvantages of this method are:

- the lack of soil compaction under the sole of the Shoe in the compression of the concrete mix, which can cause in the zone of rarefaction of the air, which over time can lead to unpredictable decrease the bearing capacity of the pile and, as a consequence, the destruction of facilities;

- during the construction of piles her head is installed in excess of its mark over the project on the value of its precipitation during the compression, after which is added to or diminution of the concrete mix, which together entail increasing the complexity of the method and the cost of its implementation.

A known method of construction ramming piles by successive reset conical core, resulting in a well that is filled with the concrete mixture. Fill the well material compacted by tamping blows, resulting in extended pile shaft and heel [3].

The objective of the invention:

- the construction of piles of large diameter in collapsible soil of great thickness without the "rest" of obtaining a dense layer of soil over the entire depth of the borehole;

- creation of punching devices that provide practical real is tion of the proposed method;

- work simple machines.

The method of construction ramming piles on ground subsidence harakteryzuyetsya the fact that exercise leader drilling, installation of casing pipe, connected with a punch, punching the ground well by dropping cargo to punch through the casing to reach the design elevation and increasing her, placing the reinforcing cage in the pipe, filling the wells as extraction of the casing with concrete and seal it, and in the construction of bored piles with diameters 300-1500 mm and the thickness of the layer of loose soil up to 18 m and 18 to 50 m depth leader wells refers to the thickness of the layer of loose soil, respectively as 1:(4.5 to 6) and 1:(1.5 to 5), while the punch is made of reinforced concrete, with a tip and a tip of the pipe, the outer diameter of which is equal to the inner diameter of the leader of the well, and welded to the cap centering ring, in addition, the tip has a ring to hook technological thrust, having at the opposite end of the threaded washer with tabs and nut, and the ratio of the height h of the upper part of the head with centering rings to the length of the mounted casing is equal to 1:(20-30), the ratio of the outer diameter of the punch D to the outer diameter d at its pointy part l is 1:0,8, and the length of the cylindrical part of the head L to the length of qi is andrijeski pointed part of l is equal to 1:0,6, thus corners γ tip and the tip pointed to the part l is equal to 30°, the difference between the outer diameter of the punch D and an outer diameter of the casing T is equal to 90-100 mm

The technical result consists in the reduction of labor, materials, during the construction of piles of large diameter in ground subsidence.

The invention is illustrated in figures 1 and 2.

Figure 1 shows the breakdown device, consisting of the following parts and Assembly units: punch 1, a conical metal tip 2, the reinforcing frame 3, the concrete 4, a cylindrical hollow metal cap 5, the metal ring 6, is welded to the Central valve stem 3, the centering rings 7 which are welded to the cap 5, the casing 8, as welded temporary welding (not shown in figure 1) to the cap 5, rod 9 with a hook (not shown in figure 1)that is contained in the ring 6 and the thread 10 on the opposite end, the washer 11 with stoppers 12 and nuts 13.

Fabrication, Assembly and installation of the claimed device is manufactured as follows: first, are reinforcing frame 3 of the punch 1, tip 2, tip 5 of the pipe, the outer diameter of which is equal to the inner diameter of the leader of the well 17 (2), ring 6 and the centering ring 7, then all these metal parts are welded with met who eat their exact alignment, as shown in figure 1, and are placed in a special form (not shown), which is filled with hard concrete mixture 4, vibiraetsya and after exposure to the complete hardening of the punch 1 is ready for use. Then, in a horizontal position, the tip 5 is inserted into the casing pipe 8 and the connection is strictly centered on the product and welded temporary tack. Then a hook (not shown) thrust 9 is inserted into the hole of the ring 6 at its threaded end 10 and the casing 8 put the puck 11 by means of clamps 12 and twirl to the failure of the nut 13, and raise the vertical position of the cut off time potholders, and the breakdown device is ready for use. Then it is installed in the top hole 17 (figure 2) and again, vertically placed on the product.

Figure 2 schematically shows the breakdown device in the work which is done in the following order: on the backhoe dragline 15 dismantled the bucket and its main cable is attached load 16, the weight of which is determined by the well-known formulas, then it is introduced into the zone of the casing 8 and dumped on the punch 1 as long as he will not reach the design elevation and achieve the design bearing capacity that is controlled by the magnitude of the failure, with a simultaneous increase of the casing 8. Thereafter, the casing 8 is placed Armat the RNA frame (not shown) and placed concrete mixture (not shown) and condense its vibration, gradually removing from the well 17 of the casing 8.

The construction provive drilled piles with a diameter of 1100 mm subsidence soil depth of 18 m for the constructed object and their tests showed that each of these piles have reached the carrying capacity of 2,800 tons, and it allows you to build a 50-storey house and thereby confirmed the achievement of the objectives of the invention.

Sources of information

1. USSR author's certificate No. 702109 E 02 D 5/36 and 17/14 from 05.12.79.

2. USSR author's certificate No. 870585 E 02 D 5/36 from 07.10.81.

3. Smorodinov M.I. Builder's Guide, Piling works, Moscow, stroiizdat, 1988, 76-80 C..

The method of construction ramming piles on ground subsidence, characterized in that exercise leader drilling, installation of casing pipe, connected with a punch, punching the ground well by dropping cargo to punch through the casing to reach the design elevation and increasing her, placing the reinforcing cage in the pipe, filling the wells as extraction of the casing with concrete and seal it, and in the construction of bored piles with diameters 300-1500 mm and the thickness of the layer of loose soil up to 18 m and 18 to 50 m depth leader wells refers to the thickness of the layer of loose soil as respectively 1:(4.5 to 6) and 1:(1.5 to 5), while the punch is made of reinforced concrete with Nakonechna and the tip of the pipe, the outer diameter of which is equal to the inner diameter of the leader of the well, and welded to the cap centering ring, in addition, the tip has a ring to hook technological thrust, with the opposite end of the threaded washer with tabs and nut, and the ratio of the height h of the upper part of the head with centering rings to the length of the mounted casing is equal to 1:(20-30), the ratio of the outer diameter of the punch D to the outer diameter d at its pointy parts ℓ 1:0,8, and the length of the cylindrical part of the head L to the length of the cylindrical wedge-shaped part ℓ equal 1:0,6, with angles γ tip and switch tip to the pointed part of the ℓ 30°, the difference between the outer diameter of the punch D and an outer diameter of the casing T is equal to 90-100 mm