CN222525062U - A composite reinforced soil retaining wall suitable for high-speed railway embankment - Google Patents
A composite reinforced soil retaining wall suitable for high-speed railway embankment Download PDFInfo
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- CN222525062U CN222525062U CN202421307211.5U CN202421307211U CN222525062U CN 222525062 U CN222525062 U CN 222525062U CN 202421307211 U CN202421307211 U CN 202421307211U CN 222525062 U CN222525062 U CN 222525062U
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- bottom layer
- retaining wall
- bed bottom
- composite reinforced
- speed railway
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- 239000002689 soil Substances 0.000 title claims abstract description 32
- 239000002131 composite material Substances 0.000 title claims abstract description 21
- 239000010410 layer Substances 0.000 claims abstract description 55
- 239000000463 material Substances 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 18
- 210000003000 inclusion body Anatomy 0.000 claims abstract description 17
- 239000000945 filler Substances 0.000 claims abstract description 12
- 239000002344 surface layer Substances 0.000 claims abstract description 8
- 239000004575 stone Substances 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 230000002787 reinforcement Effects 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 229920001903 high density polyethylene Polymers 0.000 claims description 6
- 239000004700 high-density polyethylene Substances 0.000 claims description 6
- 210000002435 tendon Anatomy 0.000 claims 2
- 238000010276 construction Methods 0.000 abstract description 9
- 230000009286 beneficial effect Effects 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract description 3
- 230000007613 environmental effect Effects 0.000 abstract 1
- 239000004568 cement Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000012779 reinforcing material Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model discloses a composite reinforced earth retaining wall suitable for a high-speed railway embankment, which comprises a foundation bed surface layer, a foundation bed bottom layer and an embankment body below the foundation bed bottom layer, wherein the two sides of the foundation bed bottom layer are filled with first soil bodies, the two sides of the embankment body below the foundation bed bottom layer are filled with second soil bodies, filler inclusion bodies and gravel inclusion bodies are arranged outside the first soil bodies and the second soil bodies, cast-in-place concrete panels are arranged outside the gravel inclusion bodies, integral panels are arranged outside the cast-in-place concrete panels, and geotechnical material ties are arranged in the foundation bed bottom layer and the embankment body below the foundation bed bottom layer and comprise through-length geotechnical material ties and symmetrical geotechnical material ties. The through-length geotechnical material lacing wires are arranged in the foundation bed bottom layer, and the symmetrical geotechnical material lacing wires are arranged in the embankment body below the foundation bed bottom layer. The composite reinforced earth retaining wall has the advantages of high strength, large rigidity, small occupied area, convenient construction, environmental protection and the like, is more beneficial to controlling post-construction settlement, and is convenient for later operation and maintenance.
Description
Technical Field
The utility model belongs to the field of railway roadbed structure construction, and particularly relates to a composite reinforced retaining wall suitable for a high-speed railway embankment.
Background
The traditional reinforced retaining wall is an integral composite structure formed by filling soil, lacing wires and panels, is used as a flexible retaining structure, and is favored by the vast engineering technicians due to the advantages of simple construction, wide applicability, good anti-seismic performance and the like. The reinforcement technology in the 70 th century of the 20 th century is introduced into China, and is widely applied to various engineering fields, but is not applied to the high-speed railway front line. Mainly because the effect of the traditional reinforced earth retaining wall on controlling the deformation of roadbed filling is not obvious, the reinforcing material often needs a certain strain to show the tensile effect.
However, the roadbed deformation allowable range of the high-speed railway is in millimeter level, so that more severe requirements are put on the reinforced retaining wall.
In view of this, there is an urgent need to provide a new type of composite reinforced earth embankment retaining wall to simultaneously solve the requirements of embankment stability and deformation.
Disclosure of Invention
The utility model provides a composite reinforced earth retaining wall suitable for a high-speed railway embankment, aiming at solving the problems existing in the prior art.
The technical scheme is that the composite reinforced earth retaining wall suitable for the high-speed railway embankment comprises a foundation bed surface layer, a foundation bed bottom layer and an embankment body below the foundation bed bottom layer, wherein first soil bodies are filled at two sides of the foundation bed bottom layer, second soil bodies are filled at two sides of the embankment body below the foundation bed bottom layer, filler inclusion bodies are arranged at the outer sides of the first soil bodies and the second soil bodies, gravel inclusion bodies are arranged outside the filler inclusion bodies, cast-in-place concrete panels are arranged outside the gravel inclusion bodies, and integral panels are arranged outside the cast-in-place concrete panels.
Furthermore, the foundation bed bottom layer and the embankment body below the foundation bed bottom layer are internally provided with geotechnical material lacing wires, and the geotechnical material lacing wires comprise through-length geotechnical material lacing wires and symmetrical geotechnical material lacing wires.
Furthermore, the through-length geotechnical material lacing wires are arranged in the bottom layer of the foundation bed, and the through-length geotechnical material lacing wires are transversely and through-length arranged.
Furthermore, the symmetrical geotechnical material lacing wires are distributed in the embankment body below the foundation bed bottom layer, and the symmetrical geotechnical material lacing wires are transversely symmetrical along the embankment body below the foundation bed bottom layer.
Further, one end of the geotechnical material lacing wire is wound on the broken stone inclusion and the filler inclusion and folded back.
Furthermore, the reverse folded section and the main body section of the geotechnical material lacing wire are fixed through a high-density polyethylene connecting rod.
Furthermore, the foundation bed bottom layer and the embankment body below the foundation bed bottom layer are internally provided with prestress steel tie bars, and the prestress steel tie bars perform prestress tensioning.
Further, the lower end of the integral panel is connected with a strip-shaped foundation, and the strip-shaped foundation is arranged on the crushed stone cushion layer.
Furthermore, a slope protection platform is arranged outside the strip-shaped foundation, and the slope protection platform protects the slope feet.
The beneficial effects of the utility model are as follows:
The composite reinforced earth retaining wall has the advantages of high strength, large rigidity, small occupied area, convenience in construction, environment friendliness and the like, and meanwhile, the structure is more beneficial to controlling post-construction sedimentation and is convenient for later operation and maintenance.
Drawings
FIG. 1 is a schematic cross-sectional view of the present utility model;
FIG. 2 is a schematic structural view of a packing inclusion in the present utility model;
FIG. 3 is a schematic illustration of the connection of a high density polyethylene connecting rod according to the present utility model;
FIG. 4 is a schematic view of the construction of the monolithic panel of the present utility model;
Wherein:
1 bed surface layer 2 bed bottom layer
4 Geotechnical material lacing wire of embankment body below 3 foundation bed bottom layers
5 Prestressed steel lacing wire 6 integral panel
7 Slope protection platform 8 rubble bed course
9 First soil body of cast-in-place concrete panel 10
11. Crushed stone inclusion 12 filler inclusion
13. Second soil body 14 PVC drain pipe
15. 16 Strip foundations of water barrier
17. Backfill rammed earth for concrete screed 18
19. High-density polyethylene connecting rod 20 drainage ditch
21. Railing 22 drain hole
23. And reserving a steel lacing wire connecting hole.
Detailed Description
The present utility model will be described in detail below with reference to the drawings and examples:
As shown in fig. 1 to 4, a composite reinforced soil retaining wall suitable for a high-speed railway embankment comprises a foundation bed surface layer 1, a foundation bed bottom layer 2 and an embankment body 3 below the foundation bed bottom layer, wherein first soil bodies 10 are filled on two sides of the foundation bed bottom layer 2, second soil bodies 13 are filled on two sides of the embankment body 3 below the foundation bed bottom layer, filler inclusion bodies 12 are arranged on the outer sides of the first soil bodies 10 and the second soil bodies 13, gravel inclusion bodies 11 are arranged outside the filler inclusion bodies 12, cast-in-place concrete panels 9 are arranged outside the gravel inclusion bodies 11, and integral panels 6 are arranged outside the cast-in-place concrete panels 9.
The foundation bed bottom layer 2 and the embankment body 3 below the foundation bed bottom layer are internally provided with geotechnical material lacing wires 4, and the geotechnical material lacing wires 4 comprise through-length geotechnical material lacing wires and symmetrical geotechnical material lacing wires.
The through-length geotechnical material lacing wires are arranged in the foundation bed bottom layer 2, and the through-length geotechnical material lacing wires are transversely and through-length arranged.
The symmetrical geotechnical material lacing wires are distributed in the embankment body 3 below the foundation bed bottom layer, and the symmetrical geotechnical material lacing wires are transversely symmetrical along the embankment body 3 below the foundation bed bottom layer.
One end of the geotechnical material lacing wire 4 is wound on the broken stone inclusion 11 and the filler inclusion 12 and folded back.
The folded section and the main body section of the geotechnical material lacing wire 4 are fixed through a high-density polyethylene connecting rod 19.
The foundation bed bottom layer 2 and the embankment body 3 below the foundation bed bottom layer are internally provided with prestressed steel tie bars 5, and the prestressed steel tie bars 5 perform prestress tensioning.
The lower end of the integral panel 6 is connected with a strip foundation 16, and the strip foundation 16 is arranged above the crushed stone cushion 8.
The strip foundation 16 is provided with a slope protection platform 7, and the slope protection platform 7 protects the slope feet.
Specifically, the foundation bed surface layer 1 adopts graded broken stone with the thickness of 0.4m, the foundation bed bottom layer 2 adopts A, B groups of soil, and the embankment body 3 below the foundation bed bottom layer adopts A, B, C groups of soil and C2 groups of soil.
Specifically, the first soil body 10 is A, B% of soil doped with 5% of cement, and the second soil body 13 is A, B, C1 and C2% of soil doped with 5% of cement. The first soil body 10 and the second soil body 13 are distributed within a range of 2m close to the integral panel 6.
Specifically, the foundation bed surface layer 1, the foundation bed bottom layer 2, the embankment body 3 below the foundation bed bottom layer, the first soil body 10, the second soil body 13, the geotechnical material lacing wires 4, the prestressed steel lacing wires 5, the cast-in-place concrete panel 9 and the integral panel 6 form the main body of the embankment.
Specifically, the geotechnical material lacing wires 4 are distributed at equal intervals, the vertical interval of the geotechnical material lacing wires 4 is 0.3m, the geotechnical material lacing wires 4 are distributed in a through length mode within the range of the foundation bed bottom layer 2, are symmetrically distributed within the range of the embankment body 3 below the foundation bed bottom layer, have lengths of 7m, and the folded length of the geotechnical material lacing wires 4 is not less than 2.0m and are connected through a high-density polyethylene connecting rod 19.
Specifically, the prestress steel tie bars 5 are distributed along the cross section direction in a through length mode, the prestress steel tie bars 5 are pre-buried along with the roadbed filling process, and prestress tensioning is carried out after the integral type panel 6 and the cast-in-place concrete panel 9 are installed.
Specifically, the integral panel 6 adopts precast reinforced concrete plates, the integral panel 6 can be used as a template of the cast-in-place concrete panel 9, and the integral panel 6 is reliably connected with the strip-shaped foundation 16 below.
Specifically, a broken stone inclusion 11 and a filler inclusion 12 are arranged behind the cast-in-place concrete panel 9, and the broken stone inclusion 12 adopts a sand-filled pebble reverse filtering layer.
Specifically, the strip foundation 16 adopts plain concrete, a concrete leveling layer 18 with the thickness of 0.1m and a crushed stone cushion layer 8 with the thickness of 0.2m are arranged below the strip foundation 16, rammed earth 18 is backfilled in the excavation range, and expansion joints are arranged along the line direction.
Specifically, the slope protection platform 7 is arranged above the strip foundation 16, the width of the slope protection platform 7 is 1.5m, and the slope protection rate is 1:1.5. A PVC drain pipe 14 is provided along the line direction at 1m above the lane, and a water-blocking layer 15 is provided below the PVC drain pipe 14.
Specifically, the drainage ditch 20 is longitudinally arranged along the line at the slope toe of the foundation bed surface layer 1.
Specifically, a railing 21 is arranged at the position of the rear wall top of the cast-in-place concrete panel 9.
Specifically, the integral panel 6 and the cast-in-place concrete panel 9 are obliquely arranged inwards.
Specifically, the upper end of the strip-shaped foundation 16 forms a horizontal and lateral limiting protrusion on the lower end of the integral panel 6, so as to limit the lateral freedom of the lower end of the inclined integral panel 6.
The composite reinforced earth retaining wall has the advantages of high strength, large rigidity, small occupied area, convenience in construction, environment friendliness and the like, and meanwhile, the structure is more beneficial to controlling post-construction sedimentation and is convenient for later operation and maintenance.
Claims (9)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202421307211.5U CN222525062U (en) | 2024-06-11 | 2024-06-11 | A composite reinforced soil retaining wall suitable for high-speed railway embankment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202421307211.5U CN222525062U (en) | 2024-06-11 | 2024-06-11 | A composite reinforced soil retaining wall suitable for high-speed railway embankment |
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| Publication Number | Publication Date |
|---|---|
| CN222525062U true CN222525062U (en) | 2025-02-25 |
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ID=94678762
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202421307211.5U Active CN222525062U (en) | 2024-06-11 | 2024-06-11 | A composite reinforced soil retaining wall suitable for high-speed railway embankment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN222525062U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118600781A (en) * | 2024-06-11 | 2024-09-06 | 中国铁路设计集团有限公司 | A composite reinforced soil retaining wall suitable for high-speed railway embankment and construction method |
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2024
- 2024-06-11 CN CN202421307211.5U patent/CN222525062U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118600781A (en) * | 2024-06-11 | 2024-09-06 | 中国铁路设计集团有限公司 | A composite reinforced soil retaining wall suitable for high-speed railway embankment and construction method |
| CN118600781B (en) * | 2024-06-11 | 2025-12-19 | 中国铁路设计集团有限公司 | Composite reinforced earth retaining wall suitable for high-speed railway embankment and construction method |
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