CN210621363U - Be applied to embankment structure that permeates water of gully district - Google Patents
Be applied to embankment structure that permeates water of gully district Download PDFInfo
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- CN210621363U CN210621363U CN201921498990.0U CN201921498990U CN210621363U CN 210621363 U CN210621363 U CN 210621363U CN 201921498990 U CN201921498990 U CN 201921498990U CN 210621363 U CN210621363 U CN 210621363U
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Abstract
The utility model discloses a permeable embankment structure applied to a gully section, which belongs to the technical field of roadbed construction, and comprises a waterproof structure layer laid at the bottom and the wall of the gully, wherein coarse sand is covered above the waterproof structure layer, a plurality of layers of hard rock blocks are arranged in the gully from bottom to top, geogrids are laid at the bottom of the hard rock blocks and between two adjacent layers of hard rock blocks, net cages of side slopes at two sides of a roadbed are filled with crushed stones and piled layer by layer on two sides of each layer of hard rock block, and anti-filtration geotextile is laid vertically between the net cages and the hard rock blocks; the top layer hard rock blocks are covered with medium coarse sand, the medium coarse sand extends to two ends of the waterproof structure layer outside the trench wall and wraps the top layer hard rock blocks, and the medium coarse sand and the filler are sequentially paved above the top layer hard rock blocks. The utility model has simple structure, convenient transportation, simple construction, high corrosion resistance, long service life, little influence on the surrounding environment, low cost and reduction of manpower, material resources and financial resources consumed by construction; and meanwhile, the material is easy to recover, and the material loss is further reduced.
Description
Technical Field
The utility model belongs to the technical field of the road bed construction, especially, relate to a be applied to embankment structure of permeating water of gully district.
Background
With the rapid development of national economy and the continuous improvement of national technological level, the construction of Chinese highways is rapidly advanced. The highway mileage in China is continuously increased, economic development of all regions is greatly promoted, people can conveniently go out along the highway, and the life style of the people is improved. With the continuous improvement of highway construction technology, highway construction begins to develop to mountainous areas with complex geological conditions, but due to the limitation of natural geological and landform conditions of the mountainous areas, construction of a plurality of special areas has various problems, and the construction of gully areas is one of the problems. Especially for large-scale gullies, the roadbed forms such as arranging water passing culverts and the like are labor-consuming, labor-consuming and financial-wasting, and the permeable roadbed, namely the stone filling roadbed has the advantages of simple material taking and construction, cost reduction, higher water permeability and strength and the like, and is widely applied.
The highway stone filling roadbed technology covers the aspects of highway engineering. Firstly, the rock filling roadbed crushed stone filler mainly comprises an excavation side slope and a tunnel blasting mining stone or other building waste stones, and the performance of the rock filling roadbed crushed stone filler determines the overall performance of highway engineering; secondly, the raw materials for constructing the stone-filled roadbed are mostly fillers with large particle sizes, and the water permeability and the strength are high. Therefore, the method has great difference with the stone-filled roadbed applied in the traditional engineering, the traditional stone-filled roadbed mostly adopts stones for the burying work of the roadbed, and the highway stone-filled roadbed engineering can effectively replace the traditional stone-filled roadbed engineering, simultaneously greatly reduces the construction cost, greatly improves the overall quality and the safety performance of the highway engineering, and has better application prospect. The research on the stone-filled roadbed in China starts late, the engineering characteristics and the construction process of the filler, namely the large-particle-size crushed stone, are not systematically and deeply researched and perfectly summarized, and the past experience also lacks certain theoretical guidance and support. Therefore, the existing stone-filled roadbed adopted in mountainous areas has various problems. Before a ditch section is used for a stone-filled roadbed, the ditch walls and the ditch bottom need to be subjected to anti-seepage treatment, while the common treatment method is to use grouted rubbles or concrete for treatment, and the masonry material is inevitably cracked to different degrees along with the accumulation of time and the change of temperature, so that water is soaked into the roadbed to cause roadbed settlement.
For example, the utility model patent of name for prevent water sedimentation's device in rockfill subgrade is 201620992224.X, this patent provides a prevent water sedimentation's device in rockfill subgrade, can prevent to cross the water and shift the gravel and sand in the rockfill subgrade, has guaranteed that rockfill subgrade self can not take place to subside, but do not consider to pass through water route basement and lateral wall and probably cause water to dip into the subgrade because of various reasons, cause the subgrade to subside, the subgrade face layer is damaged etc., further embody the importance of utilizing geosynthetic material waterproof to dip in the subgrade.
In conclusion, the problem that the roadbed is settled because water is easily soaked into the roadbed exists due to the incomplete waterproof treatment of the whole structure when the roadbed is filled in the ditch section in the prior art is solved.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a be applied to embankment structure of permeating water of gully district aims at solving among the above-mentioned prior art gully district and does the stone roadbed of filling and have that water repellent is imperfect, leads to water to dip the road bed easily, causes the technical problem that the road bed subsides.
In order to solve the technical problem, the utility model discloses the technical scheme who takes is:
a permeable embankment structure applied to a gully section comprises waterproof structure layers laid at the bottom and the wall of the gully, coarse sand is covered above the waterproof structure layers, multiple layers of hard rock blocks are sequentially laid in the gully from bottom to top, geogrids are laid at the bottom of each hard rock block and between two adjacent layers of hard rock blocks, net cages for reinforcing side slopes at two sides of a roadbed are piled on two sides of each layer of hard rock block layer by layer, broken stones are filled in the net cages, and reverse-filtration geotextiles are vertically laid on one side of the net cages close to the hard rock blocks; coarse sand in the hard rock stone top cover of top layer, extend to the waterproof construction layer both ends in the ditch wall outside and return to wrap top layer hard rock stone and fix, coarse sand and filler in laying in proper order in the top hard rock stone top of embankment structure.
Preferably, the waterproof structure layer comprises woven geotextile, low-water-permeability material and non-woven geotextile laid from bottom to top, and the woven geotextile, the low-water-permeability material and the non-woven geotextile are connected into a whole through needling equipment.
Preferably, the bottom of the gully is a step-shaped gully bottom, the width of each step is not less than 1.0m, and the top surface of each step is inclined inwards by 2-3%.
Preferably, the thickness of each layer of hard rock block is 0.5-0.8 m, and the laying thickness of coarse sand in each layer is 0.1-0.3 m.
Preferably, the net cage is a galvanized steel wire hexagonal net cage, the net cage is a cuboid, the bottom edge extension of the net cage extends to the lower side of each layer of hard rock blocks, the length of the bottom edge extension is 0.3-0.5H, and H is the height of the roadbed.
Preferably, the height of box with a net is the same with the height of every layer of hard rock piece, the piling slope of box with a net is 1: 0.5-1: 0.05; the reverse filtering geotextile is vertically laid between the net cage and the geogrid wrapping the hard rock blocks.
Preferably, the particle size of the broken stones in the net cage is 0.05-0.15 m, the broken stones with the particle size smaller than 0.08m are not more than 15%, and the void ratio is 30% -50%; the hard rock block is rock which is not weathered and has saturated uniaxial ultimate compressive strength greater than 30 MPa.
Preferably, the edges of two sides of each layer of geogrid are wrapped and fixed on the top surface of the hard rock block on the upper layer of each layer of geogrid, the wrapping length L of each layer of geogrid is 0.2-0.3H, and H is the height of the roadbed.
Preferably, the length of the geogrid is the sum of the design length, the distance b between two adjacent layers of geogrids and the bag returning length L; the design length is 0.7-0.8H, and H is the height of the roadbed; the trench bottom step part of the gully is paved with geogrids corresponding to the slope protection at one side of the low end of the gully, and the geogrids corresponding to the slope protection at the two sides of the high end of the gully are paved; fully paving the geogrids on the compacted surface of the hard rock block of the corresponding layer every 1.5-2.4 m; the geogrids are fixed on the compacted surface of the hard rock block at intervals of 1.5-2.0 m by using wood wedges or U-shaped nails.
Preferably, the height of the multi-layer hard rock block filling is 0.5-1.0 m higher than the calculated horizontal height of the water cross section.
Adopt the produced beneficial effect of above-mentioned technical scheme to lie in: compared with the prior art, the utility model has the advantages of simple structure, convenient transportation and simple construction, improves the service life of the roadbed by means of the corrosion resistance of the waterproof structure layer, the geogrid and the anti-filtration geotextile, has very little influence on the surrounding environment, has very low cost, and greatly reduces the manpower, material resources and financial resources consumed by construction; simultaneously the utility model discloses geosynthetic materials such as waterproof structure layer, geogrid and the anti-geotechnological cloth of straining that adopt are retrieved easily, further reduce the material loss.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a cross-sectional view of a permeable embankment structure applied to a gully section at the bottom of a gully;
FIG. 2 is an enlarged view of a portion of the bottom of the gully of FIG. 1;
FIG. 3 is a schematic structural view of the cage of FIG. 1;
fig. 4 is a schematic top view of the present invention;
FIG. 5 is a cross-sectional view of the present invention in a gully;
the labels in the figure are: 1-waterproof structure layer, 2-geogrid, 3-reverse filtration geotextile, 4-hard rock block, 5-net cage, 51-bottom edge extension, 6-gravel, 7-medium coarse sand, 8-ditch bottom, 9-ditch wall and 10-filler; 11-step.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
1-5, the permeable embankment structure applied to the gully section comprises a waterproof structure layer 1 laid on the gully bottom 8 and the gully wall 9 of the gully, wherein medium coarse sand 7 is covered above the waterproof structure layer 1, a plurality of layers of hard rock blocks 4 are sequentially laid in the gully from bottom to top, geogrids 2 are laid at the bottom of each hard rock block 4 and between two adjacent layers of hard rock blocks 4, net cages 5 used for reinforcing slopes at two sides of the roadbed are piled on two sides of each layer of hard rock block 4 layer by layer, broken stones 6 are filled in the net cages 5, and anti-filtering geotextiles 3 are vertically laid on one side of each net cage 5 close to each hard rock block 4; covering medium coarse sand 7 above the hard rock blocks 4 at the top layer, and covering and fixing the hard rock blocks 4 at the top layer at two ends of the waterproof structure layer 1 extending to the outer side of the trench wall 9; and medium coarse sand 7 and filler 10 are sequentially paved above the hard rock block 4 at the top of the embankment structure.
The pre-waterproof structure layer 1 is laid in the whole ditch bottom range, after leveling, the pre-waterproof structure layer is covered with medium coarse sand 7, net cages 5 filled with broken stones 6 are piled up on side slopes on two sides of a roadbed, the geogrid 2 is laid in the middle of the roadbed, hard rock blocks 4 with good grading are filled on the geogrid 2 and are rolled and wrapped, each layer of hard rock block is filled to be flush with the upper surface of the net cage 5, and the anti-filtering geotextile 3 is positioned between the galvanized steel wire hexagonal net cage 5 and the wrapped geogrid 2. The thickness of each layer of hard rock block is 0.5-0.8 m, the height formed by filling the hard rock blocks 4 is 0.5-1.0 m higher than the calculated horizontal height of the water passing section, after filling and rolling are completed, leveling is covered by medium coarse sand 7, the waterproof structure layers 1 and the geogrids 2 on two sides are connected in a back-wrapping mode and leveled, the medium coarse sand 7 is used for covering, and then filling and rolling meeting requirements are carried out on the medium coarse sand to the top of the road bed. Wherein the laying thickness of the coarse sand 7 in each layer is 0.1-0.3 m.
As a preferred structure, the waterproof structure layer 1 comprises a woven geotextile, a low-permeability material and a non-woven geotextile which are laid from bottom to top, and the woven geotextile, the low-permeability material and the non-woven geotextile are connected into a whole through a needling device. The integral tensile breaking strength of the waterproof structure layer is not less than 120kN/m, and the burst strength of CBR is not less than 5.0 kN; the low-permeability material can expand 20-30 times when meeting water to form a colloidal waterproof layer, the permeability coefficient is less than or equal to 3 multiplied by 10 < -9 > cm/s, and the thickness is 10-20 mm. During construction, the waterproof structure layer 1 is laid in a lap joint mode, and the lap joint width is 20-40 cm.
As shown in FIG. 1, the bottom of the gully is a stepped gully bottom 8, the width of each step 11 is not less than 1.0m, and the top surface of each step 11 is inclined inwards by 2-3%.
As shown in fig. 1 and 3, the net cage 5 is a galvanized steel wire hexagonal net cage, which is woven by high-quality low-carbon steel wires, and the net cage 5 obtained by weaving is rectangular, and the bottom of the net cage 5 is provided with a bottom edge extension 51, and is in a reverse transverse 6 shape. Wherein, the bottom edge extension part 51 of the net cage 5 extends to the lower part of each layer of hard rock block 4, the length of the bottom edge extension part 51 is 0.3-0.5H, and H is the height of the roadbed; the geogrid 2 is pressed above the hard rock blocks 4 after the hard rock blocks 4 are wrapped at the edge of each layer of hard rock blocks 4, so that the safety and stability of the galvanized steel wire hexagonal net cage are guaranteed. The tensile strength of the steel wires of the woven net cage is not less than 35kg/m2, the diameter of the steel wires is not less than 3.0mm, the surfaces of the steel wires are protected by hot galvanizing, and the galvanizing amount is not less than 250g/m 2. The height of box with a net 5 is the same with the height of every layer of hard rock stone 4, box with a net 5's piling slope is 1: 0.5-1: 0.05, filling the crushed stone 6 to be flush with the upper surface of the zinc steel wire hexagonal net cage.
As shown in fig. 1 and 2, the reverse filter geotextile 3 is vertically laid between the net cage 5 and the geogrid 2 for wrapping the hard rock block 4. The effective aperture of the reverse filtration geotextile 3 ensures that the geotextile is permeable and impermeable to sand.
As a preferable structure, the particle size of the broken stone 6 in the net cage 5 is 0.05-0.15 m, the broken stone with the particle size smaller than 0.08m is not more than 15%, and the void ratio is 30% -50%; the hard rock block 4 is rock which is not weathered and has saturated uniaxial ultimate compressive strength greater than 30 MPa.
As shown in fig. 1 and 2, the edges of the two sides of each layer of geogrid 2 are wrapped and fixed on the top surface of the hard rock block 4 on the upper layer, the wrapping length L of each layer of geogrid 2 is 0.2-0.3H, and H is the height of the roadbed.
According to the roadbed construction requirement, the length of the geogrid 2 is the sum of the design length, the distance b between two adjacent layers of geogrids and the back wrap length L (shown in figure 2); the design length is 0.7-0.8H, and H is the height of the roadbed; the geogrid 2 is laid on the slope protection at one side corresponding to the lower end of the trench bottom 8 at the step 11 part of the trench bottom 8 of the gully, and the geogrid 2 is laid on each layer of hard rock blocks 4 corresponding to the slope protection at two sides after the trench bottom 8 is fully paved with multiple layers of hard rock blocks 4; fully paving the geogrids 2 on the compacted surface of the hard rock block 4 of the corresponding layer every 1.5-2.4 m; the geogrids 2 are fixed on the compacted surface of the hard rock block 4 every 1.5-2.0 m by using wood wedges or U-shaped nails. When a constructor lays each layer of geogrid, the geogrid is reserved with the length of L + b in advance, and then the geogrid with the residual length is laid on one side, close to the revetment, of the hard rock block 4; geogrids 2 are fully paved on the compacted surface of the hard rock blocks 4 of the corresponding layer every 1.5-2.4 m, and free spaces with different lengths are reserved in the middles of the geogrids at the two ends of the hard rock blocks 4 of the rest middle spacing layers.
The utility model discloses a construction steps as follows:
(1) excavating steps 11 at the bottom 8 of the gully to remove grass roots, broken stones and the like;
(2) after the surface of the trench bottom 8 is cleaned, a waterproof structure layer 1 is laid, and the trench bottom is leveled and covered by medium coarse sand 7;
(3) piling up galvanized steel wire hexagonal net cages 5 at two sides of a side slope of the sluiceway embankment, and filling broken stones 6 in the net cages 5;
(4) the inside of the galvanized steel wire hexagonal net cage 5 is vertically paved with the reverse filter geotextile 3;
(5) laying the geogrid 2 next to the reverse filtering geotextile 3, filling hard rock blocks 4 with good gradation on the geogrid 2, compacting after the completion, and wrapping and fixing the exposed part of the geogrid 2;
(6) repeating the steps (3) to (5), and fully paving the geogrid 2 every 1.5-2.4 m;
(7) filling the hard rock blocks 4 until the calculated height is 0.5-1.0 m above the horizontal height of the water passing section, and paving medium coarse sand 7 on the medium coarse sand;
(8) leveling and connecting the back-wrapped waterproof structure layer 1 at the edges of two sides of the top layer hard rock block 4;
(9) and paving coarse sand 7 on the top waterproof structure layer 1, and then performing filling and rolling on the coarse sand to the top of the road bed according to requirements.
In a word, place the waterproof construction layer at the hard rock stone top of gully inner wall and fill-up stone road bed, when fill-up stone road bed water, can play and prevent among the rivers infiltration road bed, the stable effect of protection road bed. Meanwhile, the roadbed slope with the structure can be made very steep, and the land area is saved.
In the above description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be implemented in other ways different from the one described herein, and those skilled in the art may similarly generalize the present invention without departing from the spirit of the present invention, and therefore the present invention is not limited to the specific embodiments disclosed above.
Claims (10)
1. The utility model provides a be applied to embankment structure of permeating water of gully district section which characterized in that: the water-proof structure layer comprises a water-proof structure layer paved at the bottom and the wall of a gully, wherein medium coarse sand is covered above the water-proof structure layer, multiple layers of hard rock blocks are sequentially paved in the gully from bottom to top, geogrids are paved at the bottoms of the hard rock blocks and between two adjacent layers of hard rock blocks, net cages for reinforcing side slopes at two sides of a roadbed are piled on two sides of each layer of hard rock block layer by layer, broken stones are filled in the net cages, and anti-filtration geotextile is vertically paved at one side of the net cages close to the hard rock blocks; coarse sand in the hard rock stone top cover of top layer, extend to the waterproof construction layer both ends in the ditch wall outside and return to wrap top layer hard rock stone and fix, coarse sand and filler in laying in proper order in the top hard rock stone top of embankment structure.
2. The permeable embankment structure applied to a gully section according to claim 1, wherein: the waterproof structure layer comprises woven geotextile, low-water-permeability material and non-woven geotextile laid from bottom to top, and the woven geotextile, the low-water-permeability material and the non-woven geotextile are connected into a whole through needling equipment.
3. The permeable embankment structure applied to a gully section according to claim 1, wherein: the bottom of the gully is a step-shaped gully bottom, the width of each step is not less than 1.0m, and the top surface of each step is inclined inwards by 2-3%.
4. The permeable embankment structure applied to a gully section according to claim 1, wherein: the thickness of each layer of hard rock block is 0.5-0.8 m; the laying thickness of coarse sand in each layer is 0.1-0.3 m.
5. The permeable embankment structure applied to a gully section according to claim 1, wherein: the net cage is a galvanized steel wire hexagonal net cage, the net cage is cuboid, a bottom edge extension of the net cage extends to the position below each layer of hard rock blocks, the length of the bottom edge extension is 0.3-0.5H, and H is the height of a roadbed.
6. The permeable embankment structure applied to a gully section according to claim 5, wherein: the height of box with a net is the same with the height of every layer of hard rock piece, the piling slope of box with a net is 1: 0.5-1: 0.05; the reverse filtering geotextile is vertically laid between the net cage and the geogrid wrapping the hard rock blocks.
7. The permeable embankment structure applied to a gully section according to claim 1, wherein: the particle size of the broken stones in the net cage is 0.05-0.15 m, the broken stones with the particle size smaller than 0.08m are not more than 15%, and the void ratio is 30% -50%; the hard rock block is rock which is not weathered and has saturated uniaxial ultimate compressive strength greater than 30 MPa.
8. The permeable embankment structure applied to a gully section according to claim 1, wherein: and the edges of two sides of each layer of geogrid are wrapped and fixed on the top surface of the hard rock block on the upper layer of each layer of geogrid, the wrapping length L of each layer of geogrid is 0.2-0.3H, and H is the height of the roadbed.
9. The permeable embankment structure applied to a gully section according to claim 8, wherein: the length of the geogrid is the sum of the design length, the distance b between two adjacent layers of geogrids and the bag returning length L; the design length is 0.7-0.8H, and H is the height of the roadbed; the trench bottom step part of the gully is paved with geogrids corresponding to the slope protection at one side of the low end of the gully, and the geogrids corresponding to the slope protection at the two sides of the high end of the gully are paved; fully paving the geogrids on the compacted surface of the hard rock block of the corresponding layer every 1.5-2.4 m; the geogrids are fixed on the compacted surface of the hard rock block at intervals of 1.5-2.0 m by using wood wedges or U-shaped nails.
10. A permeable embankment structure for use in a trench field according to any one of claims 1 to 9, wherein: the height of filling the multilayer hard rock blocks is 0.5-1.0 m higher than the calculated horizontal height of the water passing section.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110528347A (en) * | 2019-09-09 | 2019-12-03 | 中国建设基础设施有限公司 | Porous embankment structure and its construction method applied to coombe location |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110528347A (en) * | 2019-09-09 | 2019-12-03 | 中国建设基础设施有限公司 | Porous embankment structure and its construction method applied to coombe location |
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