Anti-landslide structure

FIELD: building, particularly for slope consolidation and for stabilizing deep front landslide areas.

SUBSTANCE: structure includes foundation mat and piles formed in wells grouped in rows. Upper pile parts are embedded in foundation mat, lower one is restrained by not-sliding ground layers. Piles are composite along their lengths. Central pile parts are not filled with concrete. Heights of upper and lower pile parts decrease towards landslide head. Structure to prevent deep front land-slides comprises separate local pile groups connected by foundation mats and located within landslide body boundaries. Each foundation mat has tension bars anchored in stable slope layers and arranged under and above foundation mat along slope to retain thereof against displacement and rotation.

EFFECT: improved slope stability, increased operational reliability of structure built on wide landslides, reduced building time and material consumption.

2 dwg

 

The invention relates to the construction, in particular to strengthen the landslide slopes and can be used to stabilize a deep front landslides.

Known landslide construction including spaced rows in lower part of the slope of the landslide piles, buried in stable soils, and the heads of the piles are located in the body of the landslide on the levels progressively decreasing in the direction of the head part of the landslide, and the grillage is made in the form of inclined intersecting beams (ed. the certificate of the USSR No. 1337482, bull. No. 34, 1987).

The drawbacks of such structures are: the need for a large capacity of landslide depth of drilling large diameter and the complexity of the passages sloping trenches for device grillage, creation of additional loads from construction equipment on the body of the landslide.

Known landslide structure (ed. mon. No. 1060766, E 02 D 29/02, 1984), including anchor items across the landslide array and attached to the anchor tagum, the ends of which are anchored in stable ground, each anchor element buried in the landslide ground and made in the form of a beam or pivotally connected plates.

The disadvantage of this landslide structures is the need of the passages transverse trenches or recesses on the body of the landslide sustenance anchor elements, what can cause local progress.

Closest to the proposed construction to the technical essence and the achieved result is a landslide construction including grillage and educated in spaced rows of wells piles, the upper part of which is embedded in the pile cap and the bottom - trapped in nezesaussi layers of the soil and piles made of composite length, the middle part is not filled with concrete, and the Foundation is made in the form of an arch length greater than the width of the landslide, and its ends are fixed outside of the landslide (RF patent No. 2074288, E 02 D 29/02, 1997).

A disadvantage of the known construction is that the pressure of creeping soil pile Foundation with piles can be rotated around the longitudinal axis and destroyed. The construction of the famous buildings on broad landslides, provided that the grillage should go beyond the landslide will be unreal, because at length more than 100 m and the width of the grillage 1.5-2 m to ensure the reliability of its operation will fail.

Object of the invention is the retention of the soil body of the landslide, improving the reliability of structures under construction on a wide landslides, as well as the acceleration of the construction and reduction of the material.

The problem is solved due to the fact that landslide in the building, including the Foundation and obrazovanie located in rows of wells piles, the upper part of which is embedded in the pile cap and the bottom - trapped in not shifting the layers of the soil and piles made of composite length, the middle part is not filled with concrete, and the height of the upper and lower parts of the pile decreases in the direction of the head of the landslide, according to the invention, landslide structure to hold the front of landslides great depth consists of separate local groups of piles, the combined grids located within the body of the landslide, where each grid is connected by an anchor in the stable layers of the slope of the bands placed above and below the pile cap along the slope to hold it from displacement and rotation.

The novelty of the claimed proposal due to the fact that the grillage is a length less than the length of the landslide array, and it is fixed against displacement and rotation are connected by an anchor in the stable layers of the slope of the bands, placed both above and below the pile cap along the slope. The use of grillage not exceeding the width of the landslide array can arrange a number of local landslide structures and apply them to a wide landslides. The consolidation of the grillage strands, connected by an anchor in the stable layers of the slope and positioned above and below him on the slope will keep it from moving and improve the reliability of the structure.

The invention is illustrated drawing of the mi, where figure 1 shows a plan of the location of the landslide protection works on the landslide, and figure 2 is a longitudinal section of the landslide.

Landslide structure consists of a grillage 1 and spaced rows of wells 2 3 piles in the body of the landslide 4, the height of the upper and lower parts of the pile decreases in the direction of the head of the landslide. Pile 3 is made of two parts: the upper is embedded in the pile cap 1 and the bottom - trapped in the stable layers of the slope 5. The intervals of the wells 2 between the upper and lower parts of the pile 3 is filled with soil. The Foundation is made of length not exceeding the width of the landslide body 4, and secured against displacement and rotation of the tie rod 6 arranged above and below the pile cap along the slope, and are connected by an anchor in a stable layers slope 5 anchors 7.

Load, movement of the body of the landslide 4 are piles of different lengths 3 and transferred to the grillage 1, which held rows of 6 strands, connected by an anchor in the stable layers of the slope 5 anchors 7. Strands 6 keep the raft from offset and rotation.

Landslide the structure is being built in the following way: during the period of stabilization in the body of the landslide 4 drilled wells 2, which are reinforcing cages lower pile 3; the wells are then 2 concreting height to the length of the lower parts of the pile 3. Later in the borehole 2 is soil compaction up to the mark, RA is Noah the bottom of the upper portions of the piles 3, install reinforcing cages for top 3 piles and concrete to a height equal to the length of the upper portions of the pile 3. For pile cap 1 is installed formwork, in which stack frame design configuration and align it with the valve piles. Then in the stable layers of the slope 5 perform anchors 7, positioned above and below the pile cap along the slope, and by 6 strands bind them with grillage frame 1. Then do the concreting of the pile cap.

Landslide construction including grillage and educated in spaced rows of wells piles, the upper part of which is embedded in the pile cap and the lower fixed in nezesaussi layers of the soil and piles made of composite length, the middle part is not filled with concrete, and the height of the upper and lower parts of the pile decreases in the direction of the head of the landslide, characterized in that landslide structure to hold the front of landslides great depth consists of separate local groups of piles, the combined grids located within the body of the landslide, where each grid is connected by an anchor in the stable layers of the slope of the bands placed above and below the pile cap along the slope to hold it from displacement and rotation.



 

Same patents:

FIELD: building, particularly underground structures.

SUBSTANCE: method involves arranging geotechnical barrier in ground between foundation of existent building and underground structure to be built along with embedding thereof for design depth; building walls and bottom of underground structure. Geotechnical barrier is formed by introducing injectors in ground on the path of deflected mode change wave propagation in ground and by injecting cement mix up to obtaining Kr ≥ 0.5, where Kr is relaxation coefficient equal to ratio of terminal ground pressure after relaxation to maximal injection cement mix pressure. Walls and bottom are built under the deflected mode control. When deflected mode value changes cement mix is fed to recover deflected mode value in ground.

EFFECT: prevention of ground deflected mode change under building foundation during underground structure erection.

1 dwg

FIELD: building, particularly underground structures.

SUBSTANCE: method involves arranging geotechnical barrier in ground between foundation of existent building and underground structure to be built; embedding thereof for design depth; building walls and bottom of underground structure. Geotechnical barrier is formed by making crack extending for a design barrier embedding depth on the path of ground deflected mode change wave propagation. Then flat pneumatic chamber is installed in the crack and compressed air is pumped in pneumatic chamber to obtain pressure corresponding to initial ground deflected mode. If ground deflected mode changes during structure erection compressed air is repeatedly pumped in pneumatic chamber to recover initial pressure. After structure erection completion hardening mortar is fed into pneumatic chamber.

EFFECT: prevention of ground deflected mode change under building foundation during underground structure erection.

2 dwg

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FIELD: building, particularly hydraulic structure reinforcement.

SUBSTANCE: method is performed in two-stages. The first stage involves forming vertical elongated flat ground massifs secured by hardening material. Massifs are created in crest embankment area and in upper area of embankment slope so that massifs are spaced minimal available distance from crest and pass through embankment body, including land-sliding upper embankment slope area. Massifs are anchored in mineral bottom by lower edges thereof and are arranged at least in three rows and there are at least three massifs in each row. Method for massifs forming involves driving double-slotted injectors directly in embankment ground or in wells formed in embankment and having plugged wellhead; orienting injector slots perpendicular to hydraulic pressure head vector direction in embankment area to be reinforced; injecting hardening material under increased pressure across horizons from top to bottom or in reverse direction, wherein injection is initially performed under 5-15 atm pressure and at minimal rate in each second injector of one outermost row beginning from extreme ones; feeding hardening material in previously missed injectors in this row; supplying injectors of another extreme row with hardening material in the same way; feeding hardening material to ejectors of medium rows under 10-20 atm pressure; performing the second reinforcement stage as material hardens to obtain 70% strength. The second reinforcement stage involves forming vertical elongated flat massifs of secured ground anchored in mineral bottom by lower edges thereof and arranged at least in three rows, wherein each one includes at least three massifs. Massifs extend at the angle exceeding embankment slope angle to horizontal line. Massifs are formed with the use of double-slotted injectors in remainder embankment area. Injector slots are directed perpendicular to hydraulic pressure head vector direction in embankment area to be reinforced. Hardening material is ejected in above succession, wherein hardening material pressure is equal to design process pressure enough for direction of feeding hardening material through injector slots and lesser than hardening material injection pressure of the first reinforcement stage.

EFFECT: increased reliability of structure reinforcement; prevention of land-slide on structure slopes.

3 cl, 3 dwg

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