RU2211283C1 - Technique to erect antifiltration engineering-protective structure - Google Patents

Abstract

FIELD: construction industry, erection of guarding, engineering- protective structures to prevent changes in state of geological massif while protected territory is organized under conditions of closely located buildings constructed before. SUBSTANCE: technique to erect antifiltration engineering-protective structure under complicated hydrogeological conditions includes completion of guarding members in ground at some distances one from another in the form of piles and driving of piles in sections between installed piles. Novelty of approach lies in that piles are sunk into ground over perimeter of section of protected territory for foundation. They have in lower parts ripping tips and helical coiling on outer surface of bodies of revolution in the form of hollow tube or in the form of monolithic body of revolution. Each body of revolution is sunk into ground thanks to its simultaneous rotation and forcing into ground under external effort or under own weight. Then fixing and/or antifiltration material is fed into mouth of formed hole between turns of helical coiling while body of revolution is inserted and body of revolution is taken out to day surface thanks to its reverse rotation to consolidate ground wall of hole in zone of hole heel and side wall of hole with above-mentioned compacted fixing and/or antifiltration material with simultaneous filling of hole space to form pile with the use of mentioned material fed along outer surface of body of revolution during its screwing out. First sunk bodies of revolution are located at distance not less than maximal diameter of helical coiling. EFFECT: geologically safe possibility of tube sinking due to replacement of drilled out ground with body of tube at present time moment, increased bearing capability of pile, potential for organization of pile antifiltration guarding, engineering-protective structure for protected territory in crowded city conditions. 1 cl, 7 dwg

Description

 The invention relates to the construction, in particular, to methods of erecting enclosing engineering and protective structures to prevent changes in the state of the geomass when organizing the protected area in the conditions of closely located previously constructed buildings.

 There is a method of erecting a protective engineering protective structure, which consists in the fact that rod-shaped bodies of revolution, made hollow or monolithic of metal or reinforced concrete with a loosening tip in the lower part and screw winding on the external surface, are immersed in the ground to the design mark, and then to form wells in the soil reverse rotation unscrew the specified body on the day surface and the cavity of the well is filled with a hardening solution, while at the casing 3-5 3-5 lower screw protrusions are made They are 1.5-2.0 times larger than the next upper ones, and each screw protrusion is positioned relative to the vertical at an angle α whose tangent is 0.50-0.66 (RU Patent 2073084, E 02 D 5/38, 5 / 56, publ. 02/10/1997).

 This method of erecting a building envelope is most effective, as it involves screwing the fence elements into the ground, which eliminates the appearance of dynamic loads, leading to a change in the state of the geomass. Dynamic effects on nearby buildings are also excluded. However, when using this method, the process of compaction of the soil when immersing piles is carried out only in the area of the lower helical turns. Since the upper screw turns are approximately two times smaller in height than the lower ones, soil compaction in the hole wall zone is performed at half the depth of the selected soil. However, this degree of compaction is not sufficient for the formation of positionally stable piles in weakly bearing and flooded soils.

 There is a method of erecting an anti-filtration engineering and protective structure mainly in difficult hydrogeological conditions, including the execution in the ground at a distance from each other of the fence elements in the form of piles, and then the execution of piles in the areas between the constructed piles (see, for example, Fedorov B.S., Smorodinov B.I. “Wall in the ground” - a progressive method of construction, Moscow: Stroyizdat, 1975, p. 4, Fig. 1.).

 The disadvantage of this method is that the cavity of the soil hole is filled with concrete directly as the casing is unscrewed without operations to strengthen the walls of the well. Despite the fact that when screwing the pipe into the soil, the walls of the soil hole are compacted, their bearing capacity, especially in weakly bearing soils or watered soils, is insufficient to ensure the positional stability of the concrete column. Deformation of the concrete column in the longitudinal direction is possible due to shear displacements of the layers of weakly bearing soil, which negatively affects the bearing capacity of the pile itself and the bearing capacity of the enclosing structure as a whole. In this case, with this method of immersing a pipe with such design features of screw protrusions, the drilled soil is replaced by the pipe body at the current time due to reaching the day surface of the soil with a volume larger than the volume of soil being rammed into the borehole walls. The walls in such a well do not have sufficient density and therefore do not have a stable effect on the positional position of the piles. If you take into account that after the construction of the building envelope is excavated, it becomes possible to change the state of the geomass.

 The present invention is directed to solving the technical problem of providing an increased density of compacted soil in the area of the walls of the soil hole in the well beneath the pile along the entire length of the wall and the positional stability of the pile in this soil hole to provide overall positional stability of the anti-filtering enclosing structure with weak soil conditions.

 The technical result achieved in this case consists in the geotechnically safe possibility of immersing the pipe by replacing the drilling material with the pipe body at the current time, increasing the bearing capacity of the piles for the soil to come out onto the day surface with a smaller volume than the volume of the pipe being immersed, and the possibility of organizing a pile anti-filter enclosing engineering protective structure for the protected area in cramped urban environments. Also, as a result, one can consider increasing labor productivity without increasing energy resources.

 The specified technical result is achieved by the fact that in the method of erecting an anti-filtration engineering and protective structure, mainly in difficult hydrogeological conditions, including the execution in the ground at a distance from each other of the fence elements in the form of piles, and then the execution of piles in the areas between the constructed piles, by immersing in the soil along the perimeter of the soil in the protected area for the foundation with a loosening tip and screw winding on the outer surface in the lower part bodies of revolution in the form of a hollow pipe or in the form of a monolithic body of revolution, wherein each body of revolution is immersed in the soil by simultaneously rotating it and pressing it into the soil under external force or under its own weight, then at the mouth of the formed well with an inserted body of revolution between the turns of the screw the coils supply a fixing and / or antifiltration material and unscrew the body of rotation on the day surface due to its reverse rotation to compact the soil wall of the well in the area of the heel of the well us and the side wall of the well indicated trambuemymi zakrepnym and / or impervious material while filling the cavity of the well to form piles said material supplied during the unscrewing of the outer surface of a body of revolution, the body submerged first rotation disposed at a distance not less than the maximum diameter of the helical winding.

 In this case, the rotation body is unscrewed under the own weight of this pipe or under additional axial force.

 These features are interrelated and are essential with the formation of a stable set of essential features sufficient to obtain the desired technical result.

Figure 1 shows the anti-filtration engineering and protective structure, plan view;
figure 2 is a section aa in figure 1;
figure 3 - pile in the form of a cylindrical body;
figure 4 - pile in the form of a conical body;
figure 5 is a composite pile of sections joined together;
figure 6 shows the location of the fastening elements for the links of the spiral winding;
Fig.7 shows the fastening of the screw links of the screw on the outer surface of the pile.

 According to the invention, the method of erecting an anti-filtration engineering and protective structure (Fig. 1, 2) mainly in difficult hydrogeological conditions is that the rod-shaped body of revolution, made hollow in the form of a pipe or monolithic of metal or reinforced concrete, for example, in the form of a casing with loosening the tip in the lower part and screw winding on the outer surface, immersed in soil to the design elevation, and then to form a well in the soil, reverse the specified body for one day th surface with filling the wellbore space with the appropriate solution.

 For this method, a casing is used (Fig. 3), which is a cylindrical body elongated in length, made, for example, in the form of a hollow metal pipe or a hollow or monolithic rod 1 of reinforced concrete. The pipe can be made of a metal hollow, its cavity is filled or filled with appropriate material. A pipe is generally a body of revolution. In the lower part of it there is a tip 2 (for example, a cruciform, indelible), and on the outer surface of the pile the screw auger 3 is mounted along the body. The upper end of the said body is made with communication elements 4 with a device providing uniform transmission of torque to the pile and creating axial load ( device not shown). The pipe is made with a constant or variable cross-section along the length. Figure 4 shows a pipe whose rotation body is made conical.

 Mounted on the outer surface of the screw screw 3 is made of rolled metal of constant cross section with predetermined constant or variable pitch and angle of winding. The screw auger is made integral along the length of separate screw links 5 connected to each other. The specified pipe body is made along the length with fastening elements 6 longitudinally mounted and fixed on the external surface in the body, intended for rigid attachment of the screw links 5 of the screw. Each screw link 5, for example, can be made of round reinforcement in the form of half rings and welded to the fastening elements 6 rigidly anchored in the body (Fig. 7). The fastening elements 6 are performed on opposite sides of the outer surface of the piles (Fig.6).

 The height of the winding along the length of the pipe is constant and equal to 0.02-0.06 of the diameter of the pipe along its outer surface. The pipe is immersed in the soil due to the simultaneous rotation and indentation of it into the soil under external force or due to rotation with immersion under its own weight.

 When the winding height is less than 0.02 of the pipe diameter along its outer surface, the presence of a screw auger does not have any effect on the compaction process, making it difficult to immerse the pipe in soil, and an increase in axial load is required. When the winding height is more than 0.06 of the diameter of the pipe along its outer surface, the screw auger begins to work in the mode of issuing the selected soil to the day surface in large volumes, reducing the density of the rammed soil in the borehole walls.

 Since the pipe is made with anchored elements fixed in its body along the length, and the screw links from the round reinforcement are sections of the helical line, with this design it is possible to produce a pile at the place of manufacture of the enclosing structure. The manufacture is carried out by placing each screw link 5 at a given angle and pitch (depending on soil parameters) on the outer surface of the body and welding the link with the fastening element adjacent to it 6. Then, the abutting ends of adjacent screw links are welded together, forming an indissoluble helical line . Depending on the size of the pipe and the type of soil, welding can only be performed at the points of attachment of the fasteners to the outer surface. And for a metal pipe, welding can be performed not only at the locations of the fastening elements, but also along the length of the screw link, which provides increased positional rigidity for the screw screw.

 The use of round-section reinforcement as a rental allows you to simplify the process of creating a screw auger and fixing its links on the outer surface of the pile as much as possible.

 The pipe can be made integral along the length of the sections 7 and 8 joined together (Fig. 5), each or part of which is hollow or monolithic. Sections can be joined together by welding (for a metal pipe) or using embedded elements 9 placed in the cavities of the joined sections.

 The pipe may be made with a longitudinal cavity or channel 10 in its body for supplying a fixed and / or anti-filtration material to the heel to increase the bearing capacity of the pile being constructed.

 The rod-shaped body is immersed in the soil by simultaneously rotating it and pressing it into the soil under an external force or under its own weight, then a fixed and / or antifiltration material is fed into the mouth of the well with an inserted rod-like body between the turns of the screw winding and the rod-shaped body is unscrewed due to its reverse rotation. When unscrewing, the soil wall of the well is compacted in the area of the heel of the well and the side wall of the well with the indicated tamper fixation and / or antifiltration material.

 Unscrewing the rod-shaped body can be done under its own weight or under additional axial force. In this case, it is possible to alternate the supply of fixed and antifiltration material and soil.

 To form an anti-filter engineering-protective structure, first, these rotation bodies are immersed in the soil with the implementation of wells located at a distance from each other of at least the maximum diameter of the screw winding, and then the rotation bodies are immersed in the areas between the constructed piles. As a result, the fence acquires characteristics similar to a “wall in the ground”.

 By combining the order of supplying a fixed or / and anti-filtration composition and a material with a high filtration coefficient, it is possible to create anti-filtration curtains having different geometric characteristics in the profile, which is very important in conditions of dense urban development.

 When unscrewing the rod-shaped body, the fastening and / or anti-filtration material is fed through the holes between the turns of the screw winding.

 A feature of pipe immersion as a technological process is that the casing is immersed in the soil due to simultaneous rotation and indentation of it into the soil under external force or due to rotation with immersion under its own weight. Such immersion features provide increased density of rammed soil, which is especially important when building a well in soft soils and near existing foundations. As a result of using this method, when a pipe with helical winding is immersed, an earth well with a compacted soil wall is formed on the outer surface.

 The proposed method of forming a soil well for a pile allows to compact the soil in the zone of the wall of the well by 75-80% of the volume of the pipe itself, which significantly increases resistance to horizontal static and dynamic effects on the building envelope, cutting off these effects from the foundations of adjacent buildings. When screwing the pipe there are no shocks and vibration, there is no violation and weakening of the soil surrounding the pipe, especially sandy and flooded. When screwing the pipe to the surface, about 15-25% of the soil leaves through the screw. When the body of rotation is immersed due to its rotation in the walls of the hole in the soil, the soil is displaced toward the side of the well, since on the outer surface of the pile the height of the spiral winding spiral is significantly less than the diameter of the body of rotation. With this design, when screwing the piles, the selected soil is practically not supplied to the day surface, but, being compressed, goes into the walls of the well. Screw winding of the screw due to its small height in this case is maximally directed to the function of guides for the pipe and minimally to the function of screw conveyance of soil to the surface.

 As a result of the axial force created when unscrewing the pipe along the winding surfaces, a fixed or / and anti-filtration material is fed to the fifth of the well, simultaneously sealing the side surface of the well and being compacted in the fifth of the well. As a result of compaction of the fixed or / and anti-filtration material, the rotational body with the winding rises up, continuing to continuously feed the fixed or / and anti-filtration material to the walls and to the fifth of the well.

 The unscrewing takes place under the own weight of the vertical body of rotation with winding or under additional axial force, which is achieved by controlling the density of the rammed fixed or / and anti-filtration material. As a result, we obtain a soil well with high rigidity and / or antifiltration properties.

 Compared with the known methods of forming a cavity for piles in the soil, the proposed method is due to the fact that the casing is unscrewed by its reverse rotation under an external axial force directed to the lower part of the pipe, or by its reverse rotation with an axial force directed in the direction opposite to the lower parts of the pipe, provides additional movement of the soil layers with simultaneous mixing with a fixing and / or antifiltration material with additional compaction of the layers of gr mixed with the solution nt in the wall of the well, which were previously located between the turns of the indented helical path formed by immersion of the pipe in the ground.

 When the casing is immersed due to its rotation in the walls of the hole in the soil, the soil is displaced towards the side of the well, since on the outer surface of the pile the height of the helical spiral winding is significantly less than the diameter of the body of rotation. With this design, when screwing the piles, the selected soil is practically not supplied to the day surface, but, being compressed, goes into the walls of the well. The screw winding of the screw in this case is maximally aimed at fulfilling the function of guides for the pipe and at least at fulfilling the function of screw feeding of soil to the surface.

 By varying the pitch and angle of the winding, as well as the cross-section of the pipe and the height of the screw rib (as applied to the type of soil), one can achieve a high density of compacted soil that is almost uniform in the area of the wall of the hole in the hole, which has a serious effect on the static and dynamic positional stability of the soil walls of the well.

 By varying the width of the winding and its angle, it is possible to achieve a different degree of compaction of the soil in the walls of the well. A well with a minimum slit width works well for the perception of vertical loads, with an increased slit width it forms a good protective wall, which serves to "cut off" different pressure zones from each other. For example, cutting off the influence of dynamic vibrations on a new construction from the existing stress-strain state of the soil mass of an existing building, or cutting off the influence of pressure on the weight of a building under construction on the foundations of an existing building.

 The present method provides a correlation effect in the stress-strain state of the geomass, aimed at the mutual influence of natural (natural) and technogenic static or dynamic effects that form the state of the geosystem of the soil mass.

 While maintaining a positive effect in terms of strengthening the walls of the borehole by mixing the soil with a fixed and / or anti-filtration material, followed by compaction of the mixed soil in the borehole wall, pile formation is carried out by constantly tamping the borehole with the material supplied during unscrewing of the pipe along the outer surface of the pipe.

 The present invention is industrially applicable. The effectiveness of the method is confirmed by the construction work on the formation of the pile foundation and the device of the enclosing and enclosing bearing structures of the pits at more than 10 objects in Moscow, mainly in sandy flooded soil directly near the adjacent buildings.

Claims (2)

 1. A method of erecting an anti-filtration engineering and protective structure mainly in difficult hydrogeological conditions, including performing fencing elements in the form of piles in the soil at a distance from each other, and then performing piles in the sections between the constructed piles, characterized in that the piles are performed by immersion in the ground along the perimeter of the soil area of the protected area for the foundation having a loosening tip and screw winding on the outer surface of the bodies of revolution in the form of a hollow pipe or in a monolithic body of revolution, and each body of revolution is immersed in the soil by simultaneously rotating it and pressing it into the soil under external force or under its own weight, then a fixed and / or antifiltration material is fed into the mouth of the formed well with an inserted body of revolution between the turns of the helical winding and the rotation body is unscrewed onto the day surface due to its reverse rotation to seal the soil wall of the well in the area of the heel of the well and the side wall of the well E trambuemymi zakrepnym and / or impervious material while filling the cavity of the well to form said pile material fed during the unscrewing of the outer surface of a body of revolution, while rotation of the first body submerged a distance not less than the maximum diameter of the helical winding.  2. The method according to p. 1, characterized in that the unscrewing of the body of revolution is carried out under the own weight of this pipe or under an additional axial force.

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