Road embankment with retaining wall, method of retaining wall erection and reinforced concrete block for retaining wall erection

FIELD: building, particularly to erect road embankments.

SUBSTANCE: road embankment comprises embankment ground, retaining wall and support structure. Embankment ground is divided with flat geonet webs into several layers. The retaining wall is also divided into layers similar to ground layers and covered with single geonet webs. Each retaining wall layer has vertical through slots filled with macroporous draining material. Flat geonet webs are inserted between hollow layers of retaining wall. Vertical cavities of adjacent retaining wall layers in height direction are superposed in plan view. Length L of ground layers reinforced with flat geonet webs beginning from inner retaining wall surface is determined from a given equation. Road embankment erection method involves forming retaining wall base; laying road embankment ground layers alternated with flat geonet webs; erecting retaining wall comprising several layers and constructing support structure. Base is initially created and then lower erection wall layer is erected on the base, wherein the retaining wall is provided with vertical cavities having heights corresponding to ground layer heights. The vertical cavities are filled with coarse material for 2/3 of volume thereof and then embankment ground layer is poured and compacted. Embankment ground is leveled and coarse material is added in the cavities. The coarse material is leveled and geonet web is placed onto the coarse material within the bounds of retaining wall and embankment ground layer. Next layers are formed in similar manner. Reinforced concrete block for retaining wall forming comprises device, which cooperates with ambient ground. The device comprises one or several vertical through cavities to be filled with granular coarse material. Depression in concrete is formed in lower block surface in front of erection loop.

EFFECT: reduced material consumption and erection time, increased service life, stability and operational reliability.

9 cl, 12 dwg

 

The invention relates to the field of construction and can be used in the construction of road embankments.

Known retaining wall containing monolithic front wall, on a Foundation made of concrete ledge that serves to focus personal protections against displacement, almogrote structure made of alternating layers of compacted draining soil backfill, and geotextile layers (Patent RF №2167242, publ. 20.05.01 year).

The disadvantage of this wall construction is the lack of communication between the body of the retaining wall with soil, i.e. the stability of the wall is determined only by the strength of the wall.

The closest technical solution to the claimed is a retaining wall that contains the front fence, made of wall blocks having a surface with ribs and mating grooves facing each other in a horizontal plane, and almogrote design, made in the form of layers draining compacted soil backfill, interbedded with reinforcing elements (Patent RF №2140483, publ. 27.10.99 year).

The lack of a retaining wall of this design is that the joints between the blocks are of poor quality, flow, thereby reducing the durability of the structure, the wall has a bad appearance, great value and great timing of its construction.

Known SP who own construction of a road embankment with a retaining wall by forming Armagrandi design with reinforcement from geotextile material or geogrids with outer fence of masonry (Cdigos "Construction reinforced soil", M, stroiizdat, 1989, s, RES).

The disadvantage of this method lies in its prettiness and ethnological.

The closest technical solution to the claimed is a method of construction of abutment of the bridge, including the construction of a front fence of the wall blocks and the simultaneous filling layers Armagrandi structures consisting of layers of compacted soil, interbedded with reinforcing elements (Patent RF №2140483, publ. 27.10.99 year).

The disadvantage of this method is that it does not allow the construction of a wall with the presence of gravel in cavities of concrete blocks and does not determine the sequence of operations required for the construction of a road embankment with a retaining wall proposed design (filling cavities blocks, laying a layer of geotextile and others).

Known retaining wall, made in the form of brick, the advantage of which lies in its universality (KD Jones "Construction of reinforced soil", M, stroiizdat, 1989, s, RES). Disadvantages of using brick in the construction of retaining walls lie in the absence of its connection with the soil, i.e. the stability of the wall is determined only by the properties of the wall, and the prettiness of its construction.

Closest to the proposed is concrete block CCT is nuclear biological chemical (NBC wall, having a surface with ribs and return them grooves facing each other in the horizontal plane (RF Patent No. 2140483, publ. 27.10.99 year).

The disadvantage of this unit is the large volume of concrete, which reduces the durability and determining bad appearance of the buildings of poor quality seams.

The objective of the proposed invention was to reduce the consumption of materials of construction, reduce construction time, improve durability while maintaining architectural requirements, stability and operational reliability of the structure.

To solve this problem, road embankment, containing soil embankments, pour on the natural surface of the underlying soils and separated by flat canvases of the geogrid on separate layers, a retaining wall located on the side or edge of the sides of the embankment, mounted on the base and adjacent to the grounds of barrows, a support structure in the form of a roadway or bridge bearing plates, laid directly on the soil in the embankment, retaining wall is divided into layers of equal layers of soil embankments, each layer of the retaining wall is made hollow with a vertical through-cavities filled with a porous drainage material, and paintings of the geogrid manoeuvred between the hollow retaining layers the wall, when vertical the main cavity adjacent the height of the layers of the retaining wall combined in the plan, and the length "L" reinforced flat geogrid layers of the soil, measured from the inner surface of the retaining wall is determined by calculation, but it should be at least the height of the embankment.

In addition, when the lateral symmetric arrangement of the retaining wall of each layer of the retaining wall may be provided with an additional metal anchors.

In addition, when the end location of the retaining wall with a support structure in the form of a plate abutment of the bridge directly under the slab abutment in the body of the mound on the whole of its width is an array of porous drainage material whose parameters can be determined from the following relationships:

InC≥·, m

HC≥·3, m,

where3- the width of the array, counting from the inner surface of the retaining wall, m;

K=1,1÷1,5 - coefficient taking into account local conditions, b/p;

in the distance the inner face of the plate abutment of the bridge from the inner surface of the retaining wall, m;

H3- the total height of the array, m

To solve this problem in the method of construction of the road embankment with a retaining wall, which includes operations of the construction of the basement retaining walls, stacking layers of soil embankments, each of which is limited by the flat geogrid, construction of retaining walls of the individual layers, the construction of the support structure, after DEWA tering the program of the Foundation it made the bottom layer of the retaining wall with a vertical cavity, the corresponding height layer filled with soil mounds, and then fall asleep vertical cavity porous material, tamped it, then occiput and rammed the bottom layer of soil embankments, level filled with a layer of soil and a layer of porous material in the cavities of the layer of the retaining wall, laid flat layer of geogrid within a layer of the retaining wall and the layer of soil embankments, after which the following layers stacked retaining walls, earth mounds and flat geocells in the same sequence.

In addition, in the method of construction of the road embankment with a retaining wall backfill and compacting cavity retaining wall can carry out the first part on2/3volume and the final volume filling is carried out in the time alignment layer of soil embankments immediately before laying flat layer of geogrid.

In addition, in the method of construction of the road embankment with a retaining wall after fabrication of the layer of the retaining wall, backfill cavities of porous material and compaction are draining backfill layer located on the inner side of the retaining wall, and placed the flat layer of geogrid, separating the soil in the embankment and porous material.

In addition, in the method of construction of the road embankment with a retaining wall before the operation is iraniana of soil embankments and a layer of porous material in the cavities of the layer of the retaining wall can be installed additional metal anchors by laying in the open in a compacted layer of soil embankments grooves and connections with embedded parts - hinges retaining wall.

To solve the problem in a concrete block retaining wall device for communication with the adjacent soil embankments made in the form of one or more vertical through-cavities filled with a porous material.

In addition, concrete block retaining wall is the ratio of the amount of vertical cavities Vnthe volume of concrete Vbmay satisfy the conditionand the thickness "δ" concrete bridge between adjacent cavities and between the cavity and the outer face should not be less than 80 mm

In addition, concrete block for retaining walls total width, height "h" and the length "l" of the block is determined from the following relationships:

0,4≤≤2,0, m

0,2≤h≤1,0, m

0,4≤l≤5,0, m

In addition, the bottom surface of the concrete block for retaining wall opposite the mounting tabs above can be performed recess corresponding in size in terms of the size of the mounting tabs, the height "hm" which is equal to hm=hnwhere K=1,1÷1,5 - factor conditions, b/p; hn- the height of the mounting tabs, M.

And concrete block for retaining wall can be provided with an embedded items - loops installed is on the side of the block, facing the bottom of the embankment, for fastening metal anchors.

The essence of the invention is illustrated by drawings, where

figure 1 shows the road embankment to the side of the retaining wall with a support structure in the form of the roadway, cross-section;

figure 2 shows a road embankment with side retaining wall with a support structure in the form of the railroad tracks, cross-section;

figure 3 shows the approach part of the embankment to the bridge end with a retaining wall with a support structure in the form of abutment of the bridge, the cross-section along the longitudinal axis of the axle;

figure 4-10 presents the individual steps in the construction of a road embankment with a retaining wall for the explanation of the example of the method of construction;

figure 11 presents the scheme of concrete block for retaining walls, cut 1-1 on Fig;

on Fig the same, top view.

Road embankment with a retaining wall holds the soil in the embankment 1, a retaining wall 2 and a support structure 3. The soil in the embankment 1, the length "L"measured from the inner surface of the retaining wall 2, is divided into layers 4 canvases flat geogrid 5. Retaining wall 2 also divided into layers 6, which coincide with layers 4 soil of the mound and covered by a single flat canvases of the geogrid 5. Each layer 6 of the retaining wall may consist of separate blocks or to be the monolith is fired, made of reinforced concrete or other material. Layers retaining walls have vertically oriented end-to-end cavity 7, in which adjacent layers (and thus, over the entire height of the wall) combined. The cavity 7 is filled porous drainage material such as gravel. Retaining wall 2 is installed on the base plate 8, through which the cushion 9 of narcisista soil passes the pressure on natural base 10. On weak Foundation soils there is another type of Foundation, for example, pile. Possible and when the lower layer of the retaining wall is at the same time its Foundation. This takes additional structural measures, for example, device a compacted soil layer under the lower layer of the wall. In the upper part of the retaining wall may be the cornice block 11, fixed the fence 12, site - vault 13, etc. on the inner side of the retaining wall 2 may be constructed within each layer 6 crushed stone prism 14, and the lower prism 14 can be arranged in the drain pipe 15.

Supporting structure 3 may comprise either the pavement 16 or railway tracks 17 or pavement support, consisting of a sofa unit 18, the transition plate 19, pavement 16, sofa unit 18 rests the superstructure 20. To increase the bearing SPO is oblasti retaining wall of the latter may be equipped with a metal anchors 21, mounted from the inner surface of the wall and pinned for embedded parts 22 of the retaining wall 2.

The main parameters of the road embankment with a retaining wall is determined from the following considerations. At lateral location of the retaining wall (figure 1) length "L" filler panels flat geogrid 5 in the soil in the embankment shall not be less than the height of the mound "H":L≥N. If a retaining wall is located on two sides of the mound (figure 2), thewhere Lnthe distance between the inner sides of the retaining walls. If the location of the retaining wall face (figure 3), and supporting structure is a stable bridge, then under the plate abutment of the bridge the entire width of the plate arrange the array of macroporous draining soil, such as gravel. The dimensions of the array is determined from the following relationships:

In3≥·, m

H3≥·3, m,

where3- the width of the array, counting from the inner surface of the retaining wall, m;

K=1,1÷1,5 - coefficient taking into account local conditions, b/p;

in the distance the inner face of the plate abutment of the bridge from the inner surface of the retaining wall, m;

HC- the total height of the array, m

To ensure asesoramiento stone prisms 14 last closed by a flat layer of geogrid 23.

Road embankment with odbornej wall operates as follows. Vertical load from the support structure and from its own weight of soil embankments perceived Foundation soils. Own weight of the retaining wall through the Foundation is perceived by the Foundation soils. The horizontal soil pressure of the embankment from the support structure and its own weight of soil embankments is perceived by the flat panels of the geogrid laid between layers of soil embankments and retaining walls. When this sealing panels flat geogrid 5 between the layers of the retaining wall is provided with gearing them on gravel or other porous material located in the cavities of the layer of the retaining wall. If necessary, additional horizontal load can be perceived horizontal anchors 21.

The method of construction of the road embankment with a retaining wall contains the operations of stacking layers of soil embankments, construction of foundations, retaining walls of the individual layers and the support structure. First carry out the construction of the base 8 on the cushion 9 of narcisista soil. In some cases the role of the Foundation may perform the first layer of the retaining wall. The construction of the Foundation, as an independent, simplified and reduced mainly to quality compaction of the base and the filling of the pillow. After construction of the Foundation build the first layer of retaining stink is any of the individual blocks, either of reinforced concrete (figure 4). Each layer of the retaining wall includes a vertical end-to-end cavity 7. The next step is filling the vertical cavities of porous material such as gravel (figure 5). Since the cavity 7 of the adjacent layers of the retaining wall combined, gravel provides sealing canvases flat between geogrid layers of the retaining wall. Next occiput and tamped layer 4 soil embankments (Fig.6 and 7). Then align the layer of soil in the embankment and a layer of crushed stone layer of the retaining wall (Fig), and then on top of the stack of canvases flat geogrid (Fig.9). To the adhesion was sufficient, it is necessary during construction to ensure the purity of the rubble, located in the cavities 7. This purity may be broken due to hit ordinary soil in the process of filling layer 4 soil embankments. Therefore, filling of the cavity 7 rubble are initially not at full height, and finally fill up the alignment process layer of soil embankments and ballast cavity before laying on top of the canvas flat geogrid. In some cases it is possible to construct crushed stone prisms 14. These prisms within each layer being constructed after the erection of the layers of the retaining wall and covered with a flat layer geogrid 23.

If necessary prior to operation of the leveling of soil embankments and a layer of porous material in the cavities with the HHS retaining walls carry out installation of additional metal anchors. To do this compacted layer of soil embankments tear groove, put them in anchors, connect them with details cast-loops retaining walls, poured grooves soil and tamped.

Figure 4-10 presents an example of the method. The case construction, when the layer of the retaining wall consists of precast blocks.

4 and 10 shows the first operation of the construction of the next layer of the retaining wall and soil embankments (figure 4 - previous layer, figure 10 - behind the next). The first operation, therefore, is to install a layer 6 of the retaining wall, containing vertically oriented end-to-end cavity 7.

Figure 5 presents the next operation is to fill the cavity 7 with gravel and compacting. Dimensions in terms of cavity 7 must be such as to allow mechanized laying and compaction of crushed stone. The cavity 7 is filled with2/3height.

Figure 6 shows the phase dumping gravel prism 14 and shelter her as a separating layer planar geogrid 23.

At the next stage (Fig.7) occiput the soil in the embankment within layer 4. Next, perform the alignment of the ground layer 4 barrows and supplementary feeding of crushed stone in the cavity 7 (Fig).

The operation of the structure layer of the embankment with a retaining wall finish laying the blade flat geogrid 5.

Jelizabet the config block for the retaining wall is a rectangular parallelepiped (11, 12) from the front 24, internal, 25, a bottom 26 and a top 27 and two side surfaces 28. Concrete block for retaining wall contains a device for connection with the adjacent soil, which is a vertically oriented cavity 7, arranged in the body of the block, filled with granular porous material. The cavities 7 are cross-cutting between the bottom 26 and the upper surfaces 27 of the block. In terms of the cavity can have a different configuration. Conditions of the best work of adhesion with the adjacent soil and minimize weight when mounting the volume of the cavities Vnshould be as possible. However, it is limited by other conditions, for example, the wall thickness "δ" between the surfaces of adjacent cavities or vertical surfaces 24, 25, 28 of the block. Search for the best design of the unit showed that various configurations of the cavities must be observed ratiowhere Vb- the volume of concrete block. When it δ≥80 mm from strength conditions during installation and dimensions of the protective layer of concrete.

Terms of ease of installation and durability of blocks in the installation process overall width "b", the height "h" and length "l" of the block are determined from the following relations:

0,4≤≤2,0, m

0,2≤h≤1,0, m

0,4≤l≤5,0, m

For the implementation of the displaced who I block lifting device is provided for the unit slinging loop 29, located on the upper surface 27. With the bottom surface 26 in the block provided by the notches 30 located directly under the supporting loops 29. The dimensions of the grooves 30 correspond to the dimensions of the supporting loops 29. Terms and conditions of the guaranteed compacted connect adjacent height block height hmthe notches 30 should be slightly greater than the height slinging loops 29:

hm=khn,

where K=1,1÷1,5 - factor conditions, b/p;

hn- the height of the mounting tabs, M.

From the sides to the block attached to the base part 22.

Concrete block for retaining walls proposed design is intended for the construction of a road embankment with a retaining wall, as a single system (figure 1, 2, 3).

The unit is mounted on a Foundation or on the previous height of the block so that the cavity 7 adjacent the height of the blocks are combined, and a supporting loop 29 is fixed in the recess 30. In the cavity 7 is poured and tamped gravel. For the soil layers are flat geogrid 5, which enter between adjacent height blocks and closes the rubble located in the cavity. Embedded parts 22 are used for mounting additional anchors placed in the body of the soil.

The effectiveness of the proposed invention is to reduce the consumption of materials of construction, with the treatment time of construction, the increase durability while ensuring architectural requirements, stability and operational reliability of the structure.

1. Road embankment with a retaining wall containing the soil in the embankment, pour on the natural surface of the underlying soils and separated by flat canvases of the geogrid on separate layers, a retaining wall located on the side or edge of the sides of the embankment, mounted on the base and adjacent to the grounds of barrows, a support structure in the form of a roadway or bridge bearing plates, laid directly on the soil in the embankment, characterized in that the retaining wall is divided into layers of equal layers of soil embankments, each layer of the retaining wall is made with a vertical through-cavities filled with a porous drainage material, and the canvas flat geogrid wound hollow between layers retaining walls, with vertical cavity adjacent the height of the layers of the retaining wall combined in the plan, and the length L of reinforced geotextile layers of the soil, measured from the inner surface of the retaining wall shall be not less than the height of the embankment.

2. Road embankment according to claim 1, characterized in that in a side symmetric arrangement of the retaining wall of each layer of the retaining wall provided with an additional metal anchors.

3. Road on IPI according to claim 1, characterized in that when the end location of the retaining wall with a support structure in the form of a plate abutment of the bridge directly under the slab abutment in the body of the mound on the whole of its width is the array of macroporous draining soil whose parameters are determined from the following relationships:

InC≥kV,

HC≥qC,

whereC- the width of the array, counting from the inner surface of the retaining wall, m;

K=1,1÷1,5 - coefficient taking into account local conditions, b/p;

in the distance the inner face of the plate abutment of the bridge from the inner surface of the retaining wall, m;

HC- the total height of the array, m

4. The method of construction of the road embankment with a retaining wall that contains operations construction of the basement retaining walls, stacking layers of soil embankments, each of which is limited by the fabric geotextile, construction of retaining walls of the individual layers, erection of supporting structure, characterized in that after the construction of the Foundation of the first build on the Foundation layer of the retaining wall with a vertical cavities, the corresponding height layer of soil, followed by backfilling and compacting of the vertical cavities of the porous material, then occiput and tamped layer of soil embankments, level the soil in the embankment and a layer of Krupnova the East of the material in the cavities of the layer of the retaining wall, stack a layer of geotextile within a layer of the retaining wall and the layer of soil in the embankment, and then stack the next layer in the same sequence.

5. The method of construction of the road embankment according to claim 4, characterized in that after fabrication of the layer of the retaining wall, backfill cavities of porous material and compaction are draining backfill layer located on the inner side of the retaining wall, and put a layer of geotextile separating normal and draining soils.

6. The method of construction of the road embankment according to claim 5, characterized in that before the operation of the grading of the embankment and a layer of porous material in the cavities of the layer of the retaining wall carry out installation of additional metal anchors by stacking them in the open in a compacted layer of soil grooves and connections with embedded parts-hinges retaining wall.

7. Concrete block for retaining wall that contains a device for connection with the adjacent soil, characterized in that the device for connection with the adjacent soil is made in the form of one or more vertical through-cavities filled with a granular porous material, the ratio of the volume of one or more vertical cavity Vnthe volume of concrete Vbsatisfies the condition:

and in the lower surface of the block opposite the mounting tabs located on the top, made a hole in the concrete, in terms of size corresponding to the size of the mounting tabs, and the height hmequal to

hm=hp,

where K=1,1÷1,5 - factor conditions, b/p;

hp- the height of the loop, m;

8. Concrete block according to claim 7, characterized in that the total width b, height h and length l of the block is determined from the following relations:

0,4≤≤2,0, m,

0,2≤h≤1,0, m,

0,4≤1≤5,0, m

9. Concrete block of claim 8, wherein the side facing the ground, it has embedded items-loops for attaching metal anchors.



 

Same patents:

FIELD: building, particularly to stabilize slope landslides.

SUBSTANCE: landslide control structure comprises vertical walls built in base formed under the landslide and located along the landslide so that distance between adjacent walls decreases towards lower landslide end. Vertical walls are made of pile rows defining pleat-like system having pitch preventing ground punching between the piles. The pleats are directed so that corner apexes thereof face sliding ground and grillages of adjacent pleat flanges are connected by transversal beams.

EFFECT: increased load-bearing capacity and increased technological efficiency of structure erection.

2 dwg

FIELD: agriculture, particularly steep slope terracing to adapt the slope for fruit trees and other crops growth.

SUBSTANCE: method for terracing slopes having steepness equal to or exceeding natural soil slip angle involves forming step-shaped ledges having depressions; scattering soil excavated from the slope over the ledges; stabilizing the soil with reusable rectangular netted retaining walls. The retaining wall has frame-like wall base created of welded angular or channel bars or bars of another cross-section. The wall bases are installed on the slope along lower ledge bounds and inclined at 60° angle with respect to horizon line. The wall bases are fixed by support and bearing wedges for a time equal to soil conglomeration time, wherein liquid or granular fertilizer is preliminarily introduced in soil and soil is laid down with perennial grass before ledge hardening.

EFFECT: increased slope use factor.

3 dwg

FIELD: building, particularly retaining or protecting walls.

SUBSTANCE: landslide control structure comprises inclined injection piles arranged in several groups, connected one to another by grillage and built-in stable ground by lower ends thereof. The piles are united in groups each containing three piles arranged in pyramid corners so that one triangular plane defined by each pile group lies against landslide direction and is supported by struts. Above planes of neighboring triangles intersect in lower one-third part.

EFFECT: increased structure reliability and stability.

2 dwg

FIELD: building, particularly for bordering or stiffening the sides of foundation pits.

SUBSTANCE: method involves driving vertical piles in ground along pit perimeter for depth exceeding pit bottom level; excavating ground up to reaching pit bottom level to open bordering member surfaces facing inwards; securing horizontal distribution beams to above surfaces to create framing belt; installing spaced cross-pieces along pit perimeter; leaning the first cross-piece ends against distribution beams and securing the second ends thereof into pit bottom ground; removing cross-pieces after reinforced concrete pit bottom forming. Ground is excavated to form inner initial pit and then stepped trench is dug out under the protection of thixotropic mix along the initial pit perimeter in direction transversal to bordering formed by piles. Lower trench step is located below pit bottom level and the second cross-piece ends are secured to above step which is then concreted under the protection of thixotropic mix. After hardening support shoe of cross-pieces trench is filled with previously excavated ground and ground is excavated of the pit up to reacting pit bottom level.

EFFECT: possibility to consolidate pit just after the initial pit and framing belt forming.

3 cl, 2 dwg

FIELD: building, particularly engineering structures adapted for protection of linear and separate installations, including motor roads and railroads, against rock sliding, rock sloughing and mudflows.

SUBSTANCE: retaining wall includes relaxation device, face and foundation slabs rigidly secured one to another. Foundation slab is anchored in foundation ground. Relaxation device is formed of reinforced concrete slabs arranged in two longitudinal rows and secured to face slab by springs with variable spring force so that reinforced concrete slabs extend at different angles to horizon line. Low row slabs have lesser angle of inclination. Face slab and low slab row are provided with through slots. Foundation plate has cylindrical base and connected to inclined anchor by means of damping device.

EFFECT: reduced building time and operational costs for accumulating cavity cleaning, reduced labor inputs.

2 dwg

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 and can be used to stabilize landslides on the slopes

The invention relates to the construction, namely, devices, designed to reduce landslide pressure on pipelines located on landslide slopes

The invention relates to the construction, in particular, to the creation of barriers to movement of landslides threads

The invention relates to the construction, in particular for the strengthening of landslide-prone slopes, and can be used in the development of unstable areas of the built-up territory, composed of gravel and clay soils

FIELD: building, particularly for constructing road embankments on permafrost ground bases.

SUBSTANCE: road embankment comprises embankment body, ballast section formed on the main embankment area and heat insulation layer. Road embankment has side auxiliary ground bodies having hb heights and Bb widths located from ballast section sides within the boundaries of the main embankment area on natural ground surface at embankment slope base. Embankment body includes three layers, namely lower layer having hl height, medium layer having hm height and upper one having hu height. Upper layer is made of drainage soil. Heat insulation layer having Rh thermal resistance is located on leveling layer of dry frozen sand immediately under side auxiliary ground body. Heat insulation layer extends from its bottom to medium layer top surface and then over the top surface to vertical plane passing through the edge of main embankment area. Auxiliary ground body hb height is defined to increase convenience of mechanized embankment forming and is equal to 0.3 - 0.7 m in separate areas thereof. Main embankment dimensions are determined from predetermined conditions.

EFFECT: increased embankment stability and durability.

2 cl, 1 dwg

FIELD: building, particularly for constructing road embankments on permafrost ground bases.

SUBSTANCE: road embankment comprises embankment body laid on natural ground surface, ballast section formed on the main embankment area and heat insulation layer. Road embankment has side auxiliary ground bodies with heights of not less than 0.3 m and Bb widths located within the boundaries of the main embankment area, slopes thereof and on horizontal area of natural ground surface at embankment slope base from ballast section sides. Heat insulation layer with Rh thermal resistance is located on leveling layer of dry frozen sand immediately under side auxiliary ground body. Bb is determined from specified condition.

EFFECT: increased stability and durability of embankment built on permafrost ground under heavy drift-snow transport conditions, simplified perennial technology of building thereof and extended range or local permafrost ground application.

3 cl, 5 dwg

FIELD: building, particularly for erecting road embankments in areas with high-temperature permafrost ground.

SUBSTANCE: earth structure comprises road bed body and rock layer exposed to air in peripheral zones. Lateral parts of peripheral zones in are water-impermeable from below. Rock layers are connected one to another by underlying rock layer.

EFFECT: increased resistance and operational reliability of earth structure, particularly erected on permafrost ground in summer period.

3 cl, 1 dwg, 1 tbl

FIELD: building, particularly for road building and embankment repair, for forming platforms for buildings and creating islands and dams in shallow water zones.

SUBSTANCE: embankment erected on soil includes embankment base, embankment body and outer side slopes. Embankment base is made of clay and shaped as lodgment having side breastworks located above flood water level.

EFFECT: increased embankment stability, prevention of impounding thereof with flood water.

4 cl, 2 dwg

FIELD: building, particularly for erecting ground road embankment in permafrost territory.

SUBSTANCE: berm located on transversal ground grade and directly adjoining upper embankment slope is formed of fractional rock ground. Berm comprises side antifiltering lock located in embankment body on natural ground surface near berm, lower antifiltering lock arranged below natural ground surface at contact area with lower berm surface and side antifiltering lock. Upper berm surface is located above maximum level hn of surface longitudinal water flow in bottom area of upper embankment slope. Berm body may be partly deepened in natural ground surface.

EFFECT: prevention of embankment ground erosion, filtering through embankment body in transversal direction and thaw of embankment foundation.

2 cl, 2 dwg

FIELD: building, particularly for building high filtering embankments on permafrost ground bases.

SUBSTANCE: road embankment comprises drainage groove body built on natural ground surface and approach embankment parts adjoining to drainage groove from both sides. Approach embankment parts include systems for permafrost ground cooling arranged on surfaces thereof formed, for instance, as rock fills arranged on embankment slopes. Drainage groove body consists of filtering mass crossing embankment body at an angle to longitudinal axis thereof, upper part located directly above filtering mass, and two intermediate embankment parts of variable heights disposed between filtering mass together with upper part of drainage groove body and both approach embankment parts. Filtering mass has trapezoidal cross-section. Ends of filtering mass, upper part and intermediate ones are located in planes of approach embankment part slopes. Filtering mass body is formed of filtering ground. Upper drainage slot part and intermediate parts are made of embankment ground.

EFFECT: possibility of regular embankment operation in permafrost areas.

4 cl, 3 dwg

FIELD: building, particularly for building railroad embankments in permafrost zones.

SUBSTANCE: groove includes ballast prism, support massif contacting with groove slopes by side massif walls and arranged under ballast prism, heat insulation layer laid on groove slopes and protective layer located above heat insulation one. Support body comprises upper part of hU height formed of fractional rock and lower part of hL height made of non-drainage ground. Protective layer is made of drainage ground. Support massif height h0, upper part height hU and lower part hL height are determined from corresponding relations.

EFFECT: prevention of road bed deformation during embankment erection.

1 dwg

The invention relates to an improved method of construction using free-fall for cargo seals and layout of the underwater rock fill base

The invention relates to the mining industry and can be used for the deposition of tailings processing plants in the circulating water system

Geocaris // 2221110
The invention relates to the construction and can be used to reinforce slopes, earthworks cones bridges, overpasses, slopes coastlines and beds of water bodies, as well as for the reinforcement of the foundations of roads, airfields, industrial and civil construction

FIELD: bridge building, particularly equipment to erect ice-protective shells.

SUBSTANCE: hoisting equipment comprises support columns with through perforated orifices arranged at predetermined intervals one from another, as well as beams arranged over and below jacks and provided with sliding fingers. The fingers are coaxial with the perforated orifices. The hoisting equipment also has hydraulic cylinders with safety supports rested upon beams arranged below the jacks, pumping station, control system, oil tank and safety means. Beams arranged over jacks have tie-down means with claws connected to upper part of ice-protective shell. The support columns are coaxial to pile cluster and connected thereof by plates and support frames. Upper parts of the support columns are connected one to another by frame, lower parts thereof are linked by removable spacing bar. The beams located over and below the jacks are H-shaped and have free ends enclosing the support columns. The beams have working plates having closed contours and arranged around beam perimeters. The hydraulic cylinders are connected in pairs to create rows. Safety means are made as safety cages. The cages include a number of members installed one upon another. Height of each member is equal to multiple hydraulic cylinder strokes.

EFFECT: increased accuracy of shell superposing with support axis, improved safety of hoisting operations along with reduced labor inputs.

3 dwg

Up!