CN216809412U - Multilayer grid reinforcing structure body for roadbed in alpine region - Google Patents

Abstract

The utility model provides a multi-layer grid reinforcing structure body for a roadbed in an alpine region. The road surface structure is damaged due to large frost heaving deformation of the roadbed, and a durable and reliable reinforcing measure matched with a frozen soil area is lacked. According to the utility model, the top fly ash gravel layer, the bottom fly ash gravel layer, the first compacted soil layer and the second compacted soil layer are sequentially and horizontally arranged from top to bottom, the first geogrid is arranged between the top fly ash gravel layer and the bottom fly ash gravel layer, the second geogrid is arranged between the first compacted soil layer and the second compacted soil layer, the vertical steel bar group comprises a plurality of vertical single bars, the vertical single bars are vertically arranged between the top fly ash gravel layer, the first geogrid, the bottom fly ash gravel layer, the first compacted soil layer, the second geogrid and the second compacted soil layer in a penetrating mode, and the concrete layer is arranged on the top surface of the top fly ash gravel layer.

Description

A multilayer grid reinforced structure body for alpine region road bed

Technical Field

The utility model particularly relates to a multi-layer grid reinforcing structure body for a roadbed in an alpine region.

Background

The subgrade in the cold seasonal frozen soil area is seriously damaged under the action of freeze-thaw cycles. Frozen soil engineering stability is affected by the ice content of the formation, the ground temperature, the lithology, the hydrological conditions, the atmospheric temperature and the like. Geogrid is widely applied to soil body slope engineering as a novel composite material. When the geogrid is buried in the soil body, the surfaces of the grids and the grids can be embedded and rubbed with soil body particles under the action of the self weight of the filled soil body and the external load on the upper part, so that the lateral deformation of the soil body is limited or reduced. At present, few researches are conducted at home and abroad on the roadbed reinforced by the geogrid in the seasonal frozen soil area, and particularly the reinforcing performance of the geogrid on the roadbed under the condition of freeze-thaw cycle is achieved.

In the last two decades, with the continuous and high-speed development of civil engineering construction, the foundation treatment technology has been greatly developed. Artificial foundations subjected to foundation treatment can be roughly classified into three categories: homogeneous foundations, multi-layer foundations, and composite foundations. The composite foundation is an artificial foundation formed by a natural foundation soil body and a reinforcement body, wherein part of the soil body is reinforced or replaced in the foundation treatment process, or a reinforcement material is arranged in the natural foundation. In the composite foundation, a large class of discrete material piles such as gravel piles, sand piles, slag soil piles and the like are arranged in soft soil and bear load together with soil among the piles. The pile body of the discrete material pile composite foundation is composed of discrete materials, the pile body material has no bonding strength, the pile body can not be formed independently, and the pile body can be formed only by the surrounding hoop effect of the surrounding soil body. The bearing capacity of the discrete material pile composite foundation mainly depends on the internal friction angle of the discrete material and the pile side limit force provided by the soil body of the surrounding foundation.

For discrete material piles, when the pile has a certain penetration depth, the penetration damage can not occur when the diameter of the pile is generally considered to be more than four times of the diameter of the pile. The pile body of the discrete material pile composite foundation mainly has the forms of gravel piles, sand piles and the like. The theory of composite foundations comparatively lags behind practice due to the fact that the foundation treatment techniques are not applied for long periods of time. Therefore, research on the action mechanism and design theory of the composite foundation is under development and is not mature enough. The theoretical research work of the composite foundation should be emphasized. The cold region causes freezing and melting of water in the foundation due to temperature changes. The freeze-thaw effect is a strong weathering effect, and the influence on the ground is represented by frost heaving deformation caused by freezing, strength attenuation during melting, structural damage of soil caused by the freeze-thaw cycle effect, and the like. Due to the change of the environmental temperature of the cold region and the combined action of a stress field, a temperature field and a seepage field existing in the foundation of the underwater platform, the roadbed in the alpine region lacks corresponding stable and comprehensive frost heaving resistant measures at present. The great problem that exists at present is because of the road bed frost heaving deflection is big to lead to the road surface structure to take place horizontal or vertical skew, and the destruction degree is great, lacks the durable reliable reinforcement measure of cooperation frozen soil district use.

Disclosure of Invention

In order to overcome the defects in the prior art, a multi-layer grid reinforcing structure body for a roadbed in an alpine region is provided so as to solve the problem that the roadbed in the alpine region lacks corresponding stable and comprehensive frost heaving resistant measures at present. The great problem that exists at present is because of the big road surface structure that leads to of road bed frost heaving deflection takes place horizontal or longitudinal deviation, and the destruction degree is great, lacks the problem that cooperates the durable reliable reinforcement measure of frozen soil district use.

A multi-layer grid reinforced structure body for a roadbed in a high and cold area comprises a concrete layer, an overhead fly ash gravel layer, a first geogrid, a bottom fly ash gravel layer, a first compacted soil layer, a second geogrid, a second compacted soil layer, a vertical steel bar group and an overhead fly ash gravel layer, the bottom fly ash gravel layer is placed, first compacted soil layer and second compacted soil layer are from last to setting up of level in proper order down, be provided with first geogrid between overhead fly ash gravel layer and the bottom fly ash gravel layer, be provided with the second geogrid between first compacted soil layer and the second compacted soil layer, vertical reinforcing bar crowd includes a plurality of vertical single muscle, a plurality of vertical single muscle are vertical to be worn to establish side by side at overhead fly ash gravel layer, first geogrid, bottom fly ash gravel layer, first compacted soil layer, between second geogrid and the second compacted soil layer, concrete layer sets up on the top surface of overhead fly ash gravel layer.

The utility model has the beneficial effects that:

the reinforced structure body is simple in structure, a transverse multilayer structure and a longitudinal multi-position support are formed by mutually matching a concrete layer, an overhead fly ash gravel layer, a first geogrid, a bottom fly ash gravel layer, a first compacted soil layer, a second geogrid, a second compacted soil layer and a vertical steel bar group, and the reinforced structure body can adapt to temperature and deformation coupling influence and is beneficial to follow-up analysis of the whole internal force condition of the structure under frost heaving deformation.

The compacted soil layer and the concrete layer are effectively divided through the overhead fly ash gravel layer, the first geogrid, the bottom fly ash gravel layer and the second geogrid, the concrete layer of a road surface is prevented from being directly influenced by frost heaving deformation formed in the compacted soil layer, the integrity of the concrete layer in durable use is effectively guaranteed, the influence of frost heaving is reduced to the maximum extent, and the maintenance workload is reduced.

The concrete layer, the overhead fly ash gravel layer, the first geogrid, the bottom fly ash gravel layer, the first compacted soil layer, the second geogrid, the second compacted soil layer and the vertical steel bar group are laid in a matched mode, a multi-cushion layer structure is formed, the lateral deformation of the soil body is restrained, a compaction structure is formed in the longitudinal direction, the rising of capillary water is enhanced and blocked, and the frost heaving phenomenon is reduced.

Drawings

FIG. 1 is a schematic front view of the present invention;

fig. 2 is a schematic top view of a first geogrid;

fig. 3 is a schematic top view of the distribution relationship between the first geogrid and the vertical reinforcement bar group;

FIG. 4 is a schematic top view of the connection between two rings;

FIG. 5 is a schematic perspective view of a U-shaped frame;

FIG. 6 is an enlarged view of the structure at A in FIG. 2;

in the figure: 1-a concrete layer; 2-placing a pulverized fuel ash layer on top; 3-a first geogrid; 4-setting a pulverized fuel ash layer at the bottom; 5-a first compacted soil layer; 6-a second geogrid; 7-a second compacted soil layer; 8-vertical single rib; 9-ring body; 10-a connecting strip; 9-1-outer ring body; 9-2-middle ring body; 9-3-inner ring body; 10-a connecting strip; 11-long holes; 12-a shear zone; 13-U-shaped inserting frame.

Detailed Description

The following embodiments of the present invention are provided by way of specific examples, and other advantages and effects of the present invention will be readily apparent to those skilled in the art from the disclosure herein. The utility model is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.

The first specific implementation way is as follows: the embodiment is described with reference to fig. 1, 2, 3, 4 and 5, and includes a concrete layer 1, an overhead fly ash gravel layer 2, a first geogrid 3, a bottom fly ash gravel layer 4, a first compacted soil layer 5, a second geogrid 6, a second compacted soil layer 7 and a vertical steel bar group, wherein the overhead fly ash gravel layer 2, the bottom fly ash gravel layer 4, the first compacted soil layer 5 and the second compacted soil layer 7 are sequentially and horizontally arranged from top to bottom, the first geogrid 3 is arranged between the overhead fly ash gravel layer 2 and the bottom fly ash gravel layer 4, the second geogrid 6 is arranged between the first compacted soil layer 5 and the second compacted soil layer 7, the vertical steel bar group includes a plurality of vertical single bars 8, and the plurality of vertical single bars 8 are vertically arranged in parallel on the overhead fly ash gravel layer 2, the first geogrid 3, the bottom fly ash gravel layer 4, The concrete layer 1 is arranged on the top surface of the overhead fly ash gravel layer 2 among the first compacted soil layer 5, the second geogrid 6 and the second compacted soil layer 7.

The utility model relates to a multi-layer reinforced structure, wherein the optimal thickness relation of each layer is as follows:

the thickness of the top fly ash gravel layer 2 is the same as that of the bottom fly ash gravel layer 4, and the maximum thickness of the top fly ash gravel layer 2 is less than or equal to one half of that of the concrete layer 1.

Further, the thickness of the first geogrid 3 is the same as that of the second geogrid 6, and the thickness of the second geogrid 6 is one third of that of the overhead fly ash gravel layer 2.

Further, the thickness of the first compacted soil layer 5 is equal to the thickness of the second compacted soil layer 7, and the maximum thickness of the first compacted soil layer 5 is less than or equal to one half of the thickness of the concrete layer 1.

The second embodiment is as follows: the present embodiment is a further limitation of the first specific embodiment, the structure of the first geogrid 3 is the same as that of the second geogrid 6, the first geogrid 3 includes a plurality of rings 9, the rings 9 are located on the same plane, adjacent rings 9 are connected through a plurality of connecting strips 10, the connecting strips 10 are uniformly arranged along the circumferential direction of the rings 9, the length direction of each connecting strip 10 is the same as the radial direction of the ring 9, each connecting strip 10 is an elongated body, the thickness of each connecting strip is the same as that of the ring 9, one end of each connecting strip 10 is fixedly connected with one ring 9, the other end of each connecting strip 10 is fixedly connected with the other ring 9, two long holes 11 are machined in each connecting strip 10 along the length direction of the connecting strip, each connecting strip 10 is further provided with a shearing region 12, and the shearing region 12 is located between the two long holes 11.

In the present embodiment, a plurality of rows of single holes are processed in the cutting area 12 for quickly tearing the connecting strip 10, so that the two rings 9 corresponding to the connecting strip 10 are separated, and the cutting operation is simplified.

The third concrete implementation mode: the embodiment is further limited by the first or second embodiment, each ring body 9 comprises an outer ring body 9-1, a middle ring body 9-2 and an inner ring body 9-3, the outer ring body 9-1, the middle ring body 9-2 and the inner ring body 9-3 are coaxially arranged from outside to inside in sequence, the outer wall of the inner ring body 9-3 is connected with the inner wall of the middle ring body 9-2, the inner hole of the inner ring body 9-3 is a through hole 9-3-1 matched with the vertical single rib 8, each ring body 9 is connected with the other ring body 9 adjacent to the inner ring body through a connecting strip 10, one end of each ring body 9 penetrates through the outer ring body 9-1 of one ring body 9 in sequence and is fixedly connected with the outer wall of the middle ring body 9-2 corresponding to the outer ring body 9-1, and the other end of each ring body 9 penetrates through the outer ring body 9-1 of the other ring body 9 in sequence and is fixedly connected with the outer wall of the middle ring body 9-2 corresponding to the outer ring body 9-1 And (4) fixing connection.

In the embodiment, the gap between the outer ring body 9-1 and the middle ring body 9-2 is used for providing a position for binding, and the gap between the middle ring body 9-2 and the inner ring body 9-3 is also used for providing a position for binding.

The fourth concrete implementation mode: the present embodiment is further limited to the first, second or third embodiment, wherein the outer ring body 9-1 and the middle ring body 9-2 are both circular ring bodies, and the inner ring body 9-3 is a polygonal ring body.

The fifth concrete implementation mode is as follows: in this embodiment, the number of the side lengths of the inner ring body 9-3 is equal to the number of the connecting bars 10 corresponding to each ring body 9.

In the present embodiment, the inner ring body 9-3 is preferably a hexagonal ring body, that is, the number of the connecting strips 10 corresponding to the hexagonal ring body is 6.

The sixth specific implementation mode: the embodiment is further limited to the first, second, third, fourth or fifth embodiment, and a U-shaped insertion frame 13 is correspondingly inserted and matched on each connecting strip 10.

In this embodiment, the U-shaped inserting frame 13 includes an upper component strip and two vertical rods, the upper component strip is horizontally disposed, two ends of the upper component strip are integrally connected with one vertical rod, the upper component strip is buckled behind the connecting strip 10 between the two rings 9, and the top surface of the upper component strip is flush with the top surfaces of the two adjacent rings 9, so that the smoothness of the upper surface of the geogrid is ensured.

The seventh embodiment: this embodiment is further injectd for specific embodiment one, two, three, four, five or six, and vertical reinforcing bar crowd includes many vertical single muscle 8 among this embodiment, and vertical single muscle 8 is vertical restraint reinforcing bar, plays restraint geogrid level to warping, and vertical restraint reinforcing bar is laid at road surface width direction equidistant, corresponds according to the specification of road surface width and geogrid according to the distance of adjacent reinforcing bar and arranges.

Furthermore, at least one row of vertical single ribs 8 is needed along the length direction of the road surface every 5 m.

The specific implementation mode is eight: the present embodiment is further limited to the first, second, third, fourth, fifth, sixth, or seventh embodiment, and when the concrete layer 1 is filled, the reserved steel bars are embedded in the concrete layer 1, and the upper ends of the steel bars are fixed by the concrete layer 1.

In order to avoid the collapse at the interface of the frozen earth core and form a longitudinal crack, the geogrid is laid under the roadbed surface in the roadbed design.

The laying construction key points of the first geogrid 3 and the second geogrid 6 are as follows:

the first geogrid 3 and the second geogrid 6 are both geogrids.

The geogrid is covered by canvas during transportation and storage to prevent ultraviolet irradiation and aging.

And (II) cutting the geogrids by using scissors according to the designed size and stacking the geogrids in order.

And thirdly, when the roadbed is filled with soil to the designed paving elevation, leveling the roadbed surface, rolling and compacting, and removing impurities and hard protrusions on the surface.

And (IV) measuring the pile position of the side line of the roadbed, hanging a cotton rope, and scattering the outer side line of the geogrid by lime.

And fifthly, closely paving the cut geogrids on the roadbed surface one by one to form a first geogrid 3, and enabling the direction with high strength of the geogrids to be perpendicular to the line axis direction.

And (VI) tensioning and unfolding the geogrid, avoiding wrinkles, binding the adjacent ring bodies 9 by using iron wires, densely arranging and connecting, binding points every 10-15 cm, and binding the geogrid in an overlapped manner in the length direction, wherein the overlapped length is not less than 10 cm. The U-shaped inserting frame 13 is inserted into the two long holes 11, so that the connection of the two adjacent ring bodies 9 is realized, the process is analogized in sequence, the first geogrid 3 formed by the plurality of ring bodies 9 is fixed on the surface of a soil layer, the U-shaped inserting frame 13 is arranged in a quincunx shape, and soil is filled and compacted according to design requirements after the geogrid is laid.

And (seventhly), after the first geogrid 3 is laid according to the design requirement, the construction can be carried out according to the same working procedures of the earthwork filling process. The distance between the grids is 20cm, the grids are filled and compacted in two layers, and soil is filled by adopting a reverse method.

The operation of laying the second geogrid 6 is the same as the above process.

Claims (8)

1. A multilayer grid reinforcing structure body for a roadbed in an alpine region is characterized in that: the concrete layer-type top fly ash gravel layer-type concrete floor comprises a concrete layer (1), a top fly ash gravel layer (2), a first geogrid (3), a bottom fly ash gravel layer (4), a first compacted soil layer (5), a second geogrid (6), a second compacted soil layer (7) and a vertical steel bar group, the top fly ash gravel layer (2), the bottom fly ash gravel layer (4), the first compacted soil layer (5) and the second compacted soil layer (7) are sequentially horizontally arranged from top to bottom, a first geogrid (3) is arranged between the top fly ash gravel layer (2) and the bottom fly ash gravel layer (4), the second geogrid (6) is arranged between the first compacted soil layer (5) and the second compacted soil layer (7), the vertical steel bar group comprises a plurality of vertical single bars (8), the vertical single bars (8) are vertically arranged in the top fly ash gravel layer (2) in a penetrating mode in parallel, the first geogrid (3), The bottom fly ash gravel layer (4), the first compacted soil layer (5), the second geogrid (6) and the second compacted soil layer (7) are arranged between the first geogrid and the second geogrid, and the concrete layer (1) is arranged on the top surface of the overhead fly ash gravel layer (2).

2. The multi-layer grid reinforcement structure for foundations in alpine regions according to claim 1, wherein: the structure of the first geogrid (3) is the same as that of the second geogrid (6), the first geogrid (3) comprises a plurality of ring bodies (9), the ring bodies (9) are located on the same plane, adjacent ring bodies (9) are connected through a plurality of connecting strips (10), the connecting strips (10) are evenly arranged in the circumferential direction of the ring bodies (9), the length direction of each connecting strip (10) is in the same direction as the radial direction of the ring bodies (9), one end of each connecting strip (10) is fixedly connected with one ring body (9), the other end of each connecting strip (10) is fixedly connected with the other ring body (9), two long holes (11) are machined in each connecting strip (10) in the length direction of the connecting strip, a shearing area (12) is further arranged in each connecting strip (10), and the shearing area (12) is located between the two long holes (11).

3. The multi-layer grid reinforcement structure for the roadbed in the alpine region, according to claim 2, is characterized in that: each ring body (9) comprises an outer ring body (9-1), a middle ring body (9-2) and an inner ring body (9-3), the outer ring body (9-1), the middle ring body (9-2) and the inner ring body (9-3) are sequentially and coaxially arranged from outside to inside, the outer wall of the inner ring body (9-3) is connected with the inner wall of the middle ring body (9-2), the inner hole of the inner ring body (9-3) is a through hole (9-3-1) matched with the vertical single rib (8), each ring body (9) is connected with another adjacent ring body (9) through a connecting strip (10), one end of each ring body (9) sequentially penetrates through the outer ring body (9-1) of one ring body (9) and then is fixedly connected with the outer wall of the middle ring body (9-2) corresponding to the outer ring body (9-1), and the other end of each ring body (9) sequentially penetrates through the rear ring body (9-1) of the other ring body (9) The outer wall of the middle ring body (9-2) corresponding to the outer ring body (9-1) is fixedly connected.

4. A multi-layered grid reinforcement structure for foundations in alpine regions according to claim 2 or 3, characterized in that: the outer ring body (9-1) and the middle ring body (9-2) are both circular ring bodies, and the inner ring body (9-3) is a polygonal ring body.

5. The multi-layer grid reinforcing structure for the roadbed of the alpine region according to the claim 4, wherein: the number of the side lengths of the inner ring bodies (9-3) is equal to the number of the connecting strips (10) corresponding to each ring body (9).

6. The multi-layer grid reinforcing structure for the roadbed of the alpine region according to the claim 2, wherein: each connecting strip (10) is correspondingly inserted and matched with a U-shaped inserting frame (13).

7. The multi-layer grid reinforcement structure for foundations in alpine regions according to claim 1, wherein: the thickness of the overhead fly ash crushed stone layer (2) is the same as that of the bottom fly ash crushed stone layer (4).

8. The multi-layer grid reinforcement structure for foundations in alpine regions according to claim 1, wherein: the thickness of the first compacted soil layer (5) is the same as the thickness of the second compacted soil layer (7).

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