RU14738U1 - ANTI-SLIDING HOLDING STRUCTURE - Google Patents

Abstract

An anti-landslide holding structure including rows of piles and a unifying element located across the direction of the landslide movement, characterized in that the unifying element includes an upper part in the form of a surface grillage and a lower part of adjacent soil masses compacted by camouflage explosions to a depth below the sliding surface, while being persistent part of the piles in camouflage cavities is made of the same diameter as the cavity, and the distance between piles is determined by the formula: L = 2 (R + δ), where L is the distance between piles , m; R is the radius of the camouflage cavity, m; δ = KПexpE is the width of the soil zone compacted by the camouflage explosion, m, K is a coefficient depending on the degree of soil moisture, P is the rate of rock penetration, m / kg, E is the soil deformation modulus kg / m.

Description

ANTI-SLIDENING RETAINING WEAPON

The utility model relates to the field of transport, hydraulic engineering and industrial construction in extremely dangerous conditions, and can also be used in urban planning and mining.

Known deep anti-landslide constructions / 1 /, including rows of piles and about the unity of the grillage with additional reinforcement with anchors. Their disadvantage is the combination of only the upper part of the pile rows, which does not deplete the stability of the landslide massif with its increased power (more than 10 m) and the presence of several sliding surfaces

When combining only the upper part of cTv, the lower ones work under conditions of maximum values of landslide pressure, which causes an inhomogeneous stress-strain state and their uneven mutual displacement. With the scattered arrangement of piles, plastic and flooded landslide massifs flow around the rows of piles, which leads to a violation of stability in the operation of the original individual elements, and subsequently the entire anti-landslide structure.

The implementation of this measure requires the construction of large diameter piles to a large depth and considerable costs in view of the high cost of drilling large diameter wells, and in addition, in this case, the upper part of the piles has an increased margin of shear strength and, therefore, the cost of materials for its manufacture.

On landslide slopes of great length, such anti-landslide structures are carried out with long-range or reinforced with anchors, which requires additional costs, but does not guarantee their reliable operation without destruction of individual elements of the structure, because the main reason is not eliminated overturning moment of reaction of forces from the current landslide pressure.

Closest to the claimed model and chosen as a prototype is an anti-landslide structure, including rows of piles made of casing strings, arranged in pairs at an angle to the connecting element from paired shells, forming a w-shaped profile, and placed across the direction of the landslide movement / 2 /.

The disadvantage of the prototype is the lack of a lower connecting element, which does not allow the retaining structure to work in a single complex. Plastic deformations in the thickness of a landslide massif and uneven distribution

landslide pressure vpyvat as flow around free-standing piles, and their uneven displacement. The presence of extension anchor columns improves the stability of the structure, but for large depths it does not solve the problems of reliable operation of individual elements of the structure as in the previous example.

The objective of the utility model is to create an anti-landslide holding structure that provides stability and dry ability of artificial slopes and natural slopes in landslide areas with significant deformable thickness (more than 10 m), providing cost reduction due to reduction in the volume of beheny of large diameter wells for piling and increase construction work productivity by 35-50% due to the use of energy-saving drilling and blasting technology.

The solution to this problem and the achievements of the above-mentioned technical and economic pe3) TibTaTOB is possible due to the fact that in the well-known structure, including rows of piles, and a connecting element located across the direction of the landslide movement, the latter is made of two parts: the upper - in the form of a surface grillage, the lower - from adjacent massifs of soil compacted by camouflage explosions to a depth below the sliding surface, while the thrust part of piles in camouflage cavities is made of the same diameter with the cavity, and the distance between piles determined by the formula: where L is the distance between piles, m;

Rn is the radius of the camouflage cavity, m;

b KPehrE - width of the rpjTara zone, sealed with a camouflage explosion, m;

k is a coefficient depending on the degree of soil moisture;

P is an indicator of the permeability of rocks,

E - soil deformation modulus, kg / m.

The claimed design is illustrated by a figure, which shows a General view of the landslide holding structure for a natural slope. The landslide holding structure includes rows of piles 1 and a unifying element, including the upper part 2 and lower 3. The upper one is made in the form of a grillage, and the lower one is made of adjacent massifs of soil compacted by camouflage explosions. The blasting and subsequent construction of piles is performed through the borehole with dispersed camouflage charges with the formation of a cavity 4.

(Rn + 6),

Parameters included in the formula and having letter designations. Are shown in the figure and are marked with the same letters.

The determination of the main parameters of a holding landslide-resistant structure, taking into account the local stability of the slope along the sliding surface 8 and the stability method along the contact surface 9, is determined by the requirements for the long-term stability of the slope section and taking into account the uncompensated landslide pressure of the EOP along each sliding surface. The radius of the camouflage cavities, piles and the width of the seal zone 5 are determined taking into account the physicomechanical and deformation characteristics of the E array, the specific charge of the explosive and the rate of penetration Pdr. According to the calculated parameters, the distance between the piles and their main elements are determined: s (diameters and height).

The design of the proposed landslide holding structure is computed taking into account the actual magnitude of landslide pressure and soil conditions on a particular landslide section of the slope or slope. Its implementation is carried out using serial drilling and construction equipment.

List of references

1. Guidance on the design and construction of in-depth engineering projects: Kenya. M., Stroyizdat, 1986. - p. 117.

2. RF patent 2015253, 5E02D 29/02 /. Landslide control. V.ALbedev, Bull. 12, 1994.

Claims (1)

An anti-landslide holding structure including rows of piles and a unifying element located across the direction of the landslide movement, characterized in that the unifying element includes an upper part in the form of a surface grillage and a lower part of adjacent massifs of soil compacted by camouflage explosions to a depth below the sliding surface, while being persistent part of the piles in camouflage cavities is made of the same diameter as the cavity, and the distance between piles is determined by the formula:
L = 2 (R _p + δ),
where L is the distance between piles, m;
R _n is the radius of the camouflage cavity, m;
δ = KПexpE is the width of the soil zone compacted by a camouflage explosion, m, K is a coefficient depending on the degree of soil moisture, P is the rate of rock penetration, m ³ / kg, E is the soil deformation modulus, kg / m ² .