SU881254A1 - Method of erecting cast-in-place pile in bulging soil - Google Patents

Description

(54) THE METHOD OF CONSTRUCTION OF BROWNED PILED IN THE WELDING SOIL

one

The invention relates to the construction in areas where heaving soil spreads, in particular to a method for erecting bored piles protected from tangential tangential forces both during the production of works and during the subsequent operation of piles during cyclic freezing and thawing of the surface layers of the soil.

There is a method of construction of a bored pile, including drilling a well, simultaneously lowering the casing string into it, removing the soil from their cavity and laying the hardening material with compaction and removing the casing string

The disadvantage of this method

It is that it cannot be used in heaving soils without creating additional protective agents from the impact of tangential heel forces.

The closest in technical solution of the essence and the achieved result to the proposed is a method of construction of a bored pile in heaving soils, including the drilling of a well with simultaneous

lowering the casing string into it, removing the soil from their cavity, laying the solid material with compaction and removing the casing string and forming an anti-proline sheath on the outer surface of the pile 2.

However, the anti-sheath is performed after the erection of the pile.

10 which is associated with an increase in labor intensity due to the additional amount of earthwork.

The purpose of the invention is to simplify the production of work in the formation of 15 anti-mousta shell.

This goal is achieved by the fact that in the method of building a bored pile in heaving soils, including drilling a well with simultaneous lowering of the casing string into it, removing the soil from their cavity, laying the hardening material with compaction and removing the column, casing, and forming

25, the outer surface of the pile of the anti-rock sheath is formed by forming it on the lower portion of the first casing before immersing the casing string in the well.

and when removing the casing, they are raised to the lower level of the heaving layer of soil, after which the part of the casing protruding above the surface is cut off, leaving the lower part of the first casing with an antisubstitium casing in the soil.

The method of erecting a bored pile in heaving soils is carried out as follows.

The lower part of the first casing is primed with hydrophobic mastic, for example, an organosilicon composition to the depth of the layer of heaving soil, then drilled with simultaneous lowering of the casing string of a different design level, the soil is removed from the casing string, filled with soil-concrete mixture, compacted it and at the same time raise the casing to the lower boundary of the heaving soil, o6pe3avJT the upper part of the casing at the level of the ground, and the lower portion of the first casing 5o; 1 pipe, covered with hydrophobic mastic. The binder bond is left in the body, and the process of filling with concrete and sealing it is completed.

Thus, the lower part of the pipe, covered with hydrophobic mastic and the remaining stock of the upper part of the bored pile, is the outer casing protective layer of the bored pile in the areas of the heaving layer, and the casing removed to the ground after cutting is used to erect subsequent piles.

The pipe section with a anti-rubber coating left in the upper part of the pile protects the bored pile from the impact of the tangential forces of the heaving soil, which, during cyclic freezing and thawing, moves along the outer surface of the pipe covered with hydrophobic mastic.

The use of the proposed method in construction in the area of heaving soils allows the subsidence of buoyancy piles in both conventional and permafrost heaving soils, due to the elimination of tangential tangential forces along the lateral surface of the piles. This is achieved by creating a countermembrane shell, in which the heaving soil moves during periodic freezing and thawing, due to the absence of soil freezing to the shell coating.

During the construction of bored piles as described in conventional heaving soils, the pile transfers the load due to friction along the lateral surface in the layers below the heaving soils due to the drag on the lower end of the pile.

When applying a bored pile in heaving soils on permafrost, using this technology, I install shortened piles that are submerged only to the depth of periodic freezing and thawing of heaving soil, with the end of the bored pile resting on the permafrost layer of the soil.

In this case, drilling is carried out in a layer of periodic thawing of the soil, and the casing, previously coated on its outer surface with hydrophobic mastic, is lowered to a depth sufficiently to crush it in the permafrost soil. In this heaving soil moves along the casing remaining on the pile and the load from the pile is perceived by the front resistance of the concrete pile and the section of the casing.

The proposed method of erecting bored piles by creating a anti-moucheling shell as part of a casing pipe coated with hydrophobic mastic allows the use of known equipment for the effective construction of bored piles in heaving both conventional and permafrost soils, while ensuring the durability of pile operation and saving labor resources.

Claims (2)

1. A method of erecting a bored pile in heaving soils, including drilling a borehole with simultaneous lowering of the casing column into it, removing the soil from their cavity, laying hardening material with compaction and removing the casing string and forming an anti-crush, shell on the outer surface of the pile It is believed that, in order to simplify the production of work during the formation of a anti-membiosis shell, the formation of a anti-mucinous membrane is carried out by forming it in the lower part the garden pipe before immersing the casing string in the well, and when extracting casing they are lifted to the lower level of the heaving layer of the soil, a part of the casing is cut, leaving the lower part of the first casing with an anti-proline sheath in the soil. 2. The method according to Claim 1, in which they are formed by applying a hydrophobic mastic to the casing tube by means of the anti-shell casing. Sources of information taken into account in the examination 1. Guidelines for the production and acceptance of work on the installation of foundations and foundations. M., stroiizdat, 1977, pp.229-232. 2. In lov SS Permafrost and construction experience on permafrost in the United States and Canada. M., 1968, p. 83, fig. 33.