CN110219281B - Dyke foot anti-impact flexible protection pad structure - Google Patents
Dyke foot anti-impact flexible protection pad structure Download PDFInfo
- Publication number
- CN110219281B CN110219281B CN201910579029.2A CN201910579029A CN110219281B CN 110219281 B CN110219281 B CN 110219281B CN 201910579029 A CN201910579029 A CN 201910579029A CN 110219281 B CN110219281 B CN 110219281B
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- Prior art keywords
- gabion mesh
- gabion
- pad
- foot
- mesh pad
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 64
- 239000010959 steel Substances 0.000 claims abstract description 64
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 23
- 238000009991 scouring Methods 0.000 claims abstract description 18
- 239000002245 particle Substances 0.000 claims abstract description 8
- 239000002344 surface layer Substances 0.000 claims abstract description 4
- 239000000463 material Substances 0.000 claims description 10
- 238000004873 anchoring Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 22
- 230000035699 permeability Effects 0.000 abstract description 4
- 230000008859 change Effects 0.000 abstract description 3
- 230000008878 coupling Effects 0.000 abstract description 3
- 238000010168 coupling process Methods 0.000 abstract description 3
- 238000005859 coupling reaction Methods 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 description 13
- 230000001012 protector Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 238000004804 winding Methods 0.000 description 4
- 238000011010 flushing procedure Methods 0.000 description 3
- 244000025254 Cannabis sativa Species 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 239000004746 geotextile Substances 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229910001335 Galvanized steel Inorganic materials 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000009954 braiding Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000008397 galvanized steel Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000009418 renovation Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
Abstract
The invention relates to a dyke foot anti-impact flexible protection pad structure, which comprises a gabion mesh pad and reinforced concrete piles. The gabion mesh pad is paved along the dike protection feet; the reinforced concrete piles are arranged in the foundation at the lower part of the gabion mesh pad; the length of the gabion mesh pad=2×dyke feet is calculated to be scouring depth+safety residue, and the thickness of the gabion mesh pad is more than or equal to 2×anti-impact particle size; the volume of each unit of the gabion mesh pad is 3-4 times of the designed impact-resistant particle size; the unit gabions of the gabion mesh pad are firmly bound by binding steel wires, and the steel strand coupling mesh and the steel clamp are additionally arranged on the surface layer to be in reinforced connection. The invention has stronger impact resistance and water permeability, can resist high-speed water flow scouring, has integrity and flexibility adapting to terrain change, and can protect the river bed of the dike foot along with slope situation after the river bed outside the dike foot is primarily scoured, thereby preventing the river bed from being scoured further.
Description
Technical Field
The invention relates to a dyke foot anti-collision flexible protection pad structure, and belongs to the field of hydraulic structures.
Background
The embankment is the main flood control project for protecting life and property along the coast of river, the embankment is required to be protected by fixing the bank and protecting feet, and the river is stabilized to prevent the embankment from collapsing and the rapid flow approaches the embankment feet. In river channel renovation engineering, the existing engineering materials of the foot protector comprise riprap, concrete, gabion, sink raft, geotextile, grass planting tree and the like. The foot protection measures such as stone throwing, concrete blocks, tetrahedron frame groups and the like can resist near shore water flow with the flow rate of about 3-4 m/s, are generally effective only in a short period, are easy to wash foundation soil from a projectile gap, need to be thrown in the later period, and have no permanence; the manufacturing process of the gabion foot protector is simple and convenient, and can resist the near-shore water flow with the flow rate of about 4-5 m/s, but the gabion foot protector is composed of independent gabion units and is easy to slip and damage under the action of the near-shore water flow; the sink row and the geotextile foot protector are easy to damage, inconvenient to repair and high in cost, and can float when the flow speed of water is too high; the grass planting tree foot protector is simple and low in cost, but has limited water flow scouring resistance, can resist the flow velocity of 2m/s generally, and is easy to generate scouring damage when the scouring flow velocity is too high. However, the river bed ratio of partial river is reduced greatly (between 2 and 20 per mill), the flow velocity of near-shore water flow is high (the maximum flow velocity can reach more than 6 m/s), especially in a wandering river, the river is wide, the river is unstable, the near-shore water flow is more turbulent, the existing many foot protection technologies are difficult to resist the scouring of high-speed turbulent near-shore water flow, the foot of the embankment is easy to wash and destroy, the embankment collapses, and the safety problem of the embankment is caused.
Disclosure of Invention
Aiming at the problems, the invention provides the anti-impact flexible protection pad structure of the dike foot, which has stronger impact resistance and water permeability, can resist high-speed water flow flushing, has integrity and flexibility adapting to terrain change, and can protect the dike foot river bed along with the slope after the external river bed of the dike foot is primarily flushed, so as to prevent the river bed from being further flushed.
The utility model provides a dyke foot protection flexible pad structure of dashing which characterized in that: comprising
Gabion mesh pads are paved along the dike protection feet;
the reinforced concrete piles are arranged in the foundation at the lower part of the gabion mesh pad;
the length of the gabion mesh pad=2×dyke feet is calculated to be scouring depth+safety residue, and the thickness of the gabion mesh pad is more than or equal to 2×anti-impact particle size; the volume of each unit of the gabion mesh pad is 3-4 times of the designed impact-resistant particle size;
the unit gabions of the gabion mesh pad are firmly bound by binding steel wires, and the steel strand coupling mesh and the steel clamp are additionally arranged on the surface layer to be in reinforced connection.
Further, the mesh material of the gabion mesh pad adopts a steel wire surface plated with a Golgi and plastic-coated material.
Further, if the dike feet are provided with foot protection platforms, the reinforced concrete piles are arranged on the slope feet of the foot protection platforms; and the top of the reinforced concrete pile is provided with a sliding-resistant beam, and anchor bars and gabion mesh pads are reserved in the sliding-resistant beam for anchoring. The structure can be suitable for the conditions of high river channel dead water level and inconvenient deep excavation of river beds;
if the embankment feet are not provided with the foot protection platform, the reinforced concrete piles are arranged at the lower parts of the embankment foot grooves. The structure is suitable for the condition of deep-digging river beds when the river channel dead water level is low.
Further, the depth of anchoring the reinforced concrete pile into the foundation should be greater than the calculated scouring depth.
Further, when the gabion mesh pad is paved along the slope surface, the slope ratio is 1:2.0.
The invention has the following four characteristics: (1) the impact resistance is stronger; (2) has water permeability; (3) the method has integrity; (4) has certain flexibility adapting to the terrain variation capability.
The basic principle in the protection engineering is that when the impact flow rate of the protection material is larger than the scouring flow rate of water flow, the protection material can be regarded as a stable protection body and cannot displace under the scouring of the water flow, so that the protection material can inhibit the scouring and protect the stability of a base layer. The gabion mesh pad in the structure has larger anti-impact flow velocity, so that water flow can not directly wash the dike foot river bed, the scouring depth is reduced, and the dike foot river bed and the slope forming the primary scouring pit can be effectively protected.
The gabion mesh pad has water permeability, can reduce the holistic buoyancy of the gabion of piece, reinforcing gabion steadiness.
The sheet gabion mesh pad has the flexibility of wholeness and adaptation topography change ability, and after the dyke foot riverbed forms to dash the hole, the gabion can in time fill up and dash the hole, makes to wash the hole bottom and the toe form gentle slope, and can be better to the gentle slope form the slope protection whole to dash the hole slope surface and make to dash the hole stable no longer to demonstrate, makes the dyke foot firm.
The reinforced concrete piles are arranged at the lower parts of the slope feet or the foot grooves, so that the stability of the slope feet can be greatly enhanced.
The integral structure can form an effective embankment foot impact system so as to ensure the firm stability of the embankment foot under high-speed near-shore water flow impact.
Drawings
Fig. 1 is a schematic view of the arrangement of the anti-impact flexible cushion when the foot protection platform is arranged on the dike foot.
Fig. 2 is a schematic diagram of the arrangement of the anti-impact flexible cushion when the foot protection platform is not arranged on the dike foot.
Fig. 3 is a schematic diagram of a gabion mesh pad structure, and the arrow direction indicates the flow direction.
Fig. 4 is a schematic diagram of a gabion mesh pad structure, and the arrow direction indicates the flow direction.
Fig. 5 is a schematic diagram of the twisted edges of the wire gabion mesh mat.
Fig. 6 is a schematic diagram of the flanging of the wire gabion mesh pad.
Fig. 7 is a schematic plan layout of a steel strand attachment net and a steel clamp on a gabion mesh mat.
In the figure: 1 a embankment foot groove; 2, embankment slope protection; 3, a gabion mesh pad; 4, protecting feet; 5 gabion slope protection; 6, reinforced concrete piles; a slip-resistant beam; 8, a steel wire mesh thick steel bar framework; 9 steel wire mesh; 10 cover plates; 11 thin steel bar meshes; 12, a reinforcing mesh coarse reinforcing cage; 14 binding steel wires; 15 single windings; 16 double windings; 17 end wires; 18, three twisting; 19, mechanically flanging; 20 steel strand wires link up the net; a 21 steel clamp; 22 foot protection platforms.
Detailed Description
The invention will now be described in detail with reference to the drawings and specific examples. The present embodiment is implemented on the premise of the technical scheme of the present invention, and a detailed implementation manner and a specific operation process are given, but the protection scope of the present invention is not limited to the following examples.
As shown in fig. 1-2, a dyke foot anti-impact flexible protection pad structure comprises a gabion mesh pad 3, reinforced concrete piles 6 and a sliding-resistant beam 7; the gabion mesh pad 3 is paved along the embankment protection feet 4, the reinforced concrete piles 6 are arranged in the foundation at the lower part of the gabion mesh pad 3, the anti-slip beams 7 are fixedly connected with the tops of the reinforced concrete piles 6, and anchor bars are reserved in the anti-slip beams and anchored with the gabion mesh pad 3.
As shown in fig. 1, when the embankment feet are provided with the foot protection platform 22, a C40 reinforced concrete pile 6 is arranged at a certain distance along the embankment line direction at the toe of the gabion revetment 5 outside the foot protection platform 22. As shown in fig. 2, when the dike foot is not provided with the foot protection platform, the lower part of the dike foot groove 1 is provided with the reinforced concrete pile 6 so as to ensure the firmness of the dike foot groove 1. The depth to which the reinforced concrete piles 6 are anchored into the foundation should be greater than the calculated scour depth. And meanwhile, a C25 anti-slip beam 7 is cast in place on the top of the reinforced concrete pile 6 along the direction of the dyke line and is fixedly connected with the reinforced concrete pile 6, and anchor bars and gabion mesh pads 3 are reserved in the anti-slip beam 7 for anchoring. The arrangement of the reinforced concrete piles 6 plays a certain role in vertical protection, so that the stability of the gabion mesh pad 3 is enhanced, and meanwhile, the integrity of the gabion mesh pad 3 is also enhanced.
Considering that the stable slope ratio of the anti-scouring filler after scouring deformation is 1:2.0, the vertical flow direction width of the gabion mesh pad 3=2×dike feet are used for calculating the scouring depth and the safety margin, and the thickness of the gabion mesh pad 3 is more than or equal to 2×anti-impact particle size. The flushing depth and the impact grain size can be calculated and obtained according to relevant standards, and the safety margin is determined by a designer according to the flow speed and the flushing condition of the river water flow and by combining relevant tests. The volume of each unit of the gabion mesh pad 3 is 3-4 times of the designed impact resistant particle size, so that the capacity of resisting the over-designed flow rate is greatly enhanced. The mesh material of the gabion mesh pad 3 adopts a steel wire surface plated with a Golgi plus plastic-coated material, and the impact resistance and the abrasion resistance of the gabion mesh pad are improved by a plurality of times compared with those of a common galvanized steel wire.
If the flow velocity near the river is large, the steel bar frame body can be arranged on the basis of the steel wire gabion mesh pad for protection, so that the impact resistance and the wear resistance are enhanced, and the durability is stronger. Besides firm binding by adopting binding steel wires 14, unbonded steel strands are added on the surface layer steel reinforcement cage and are connected with the steel reinforcement cage by adopting a steel clamp, so that the whole of the gabion is effectively ensured, and especially, the steel strands are arranged at the outer end part which is easy to deform and separate along the flow direction, and the whole deformation of the end part is ensured without disengaging.
The steel wire mesh is shown in detail in fig. 3, 5 and 6. The steel wire mesh 9 is made of three strands 18 by mechanically braiding hexagonal steel wire mesh surfaces, the size of honeycomb mesh is 8cm multiplied by 10cm, the mesh must be uniform and must not be distorted, and the aperture deviation of the mesh should be less than 5% of the design aperture. The joint of the tail end of the net surface after cutting and the end wire 17 is a weak link of the whole structure, and in order to strengthen the connection strength of the net surface of the steel wire net 9 and the end wire 17, a special flanging machine is required to wind the net surface steel wire mechanical flanging 19 on the end wire 17 for more than or equal to two circles, and manual stranding cannot be adopted, so that the flanging strength is 35KN/m. The hinge edge comprises binding hinge edge connection between steel wire gabion units and binding between steel wire gabion end wires 17 and a steel wire mesh thick steel reinforcement framework 8. The binding steel wire 14 is made of steel wires which are the same as the steel wire mesh 9, and the binding steel wire 14 is alternately stranded according to single-winding 15-double-winding 16 which are strictly spaced by 10 cm-15 cm. The number of binding wires 14 between every two steel wire gabion units is not less than two, and the ends of the binding wires 14 are required to be wound on the steel wire mesh thick steel reinforcement cage 8 for more than five circles and knotted and bound on the steel wire mesh thick steel reinforcement cage 8.
As shown in fig. 4, the gabion is composed of a fine mesh reinforcement 11 and a coarse mesh reinforcement 12. The corner points of the reinforcing steel bars are connected in a lap welding mode, and the thickness of the welding line is 8mm.
As shown in fig. 7, the top surfaces of the upper-layer gabion mesh mats 3 of the foot protector are all reinforced by steel strand connecting meshes 20 for connecting the gabion mesh mats 3 so as to ensure the integrity of the gabion mesh mats 3. The steel strand coupling net 20 should be firmly connected with the steel wire mesh coarse reinforcement cage 8 or the steel wire mesh coarse reinforcement cage 12. The crossing part of the steel strand joint net 20 and the steel strand joint net 20 are connected with the steel wire net thick steel reinforcement cage 8 or the steel wire net thick steel reinforcement cage 12 by a steel clamp 21. The steel strand joint net 20 adopts unbonded steel strands, the model is UPS15.20-1860, the steel clamp 21 has reliable anchoring performance, and after anchoring, the pulling resistance of the steel strand joint net 20 and the steel wire mesh coarse reinforcement cage 8 or the steel wire mesh coarse reinforcement cage 12 is not less than 50KN.
By adopting the measures, the gabion forms a flexible whole, and the embankment feet are effectively protected from being washed by high-speed near-shore water flow, so that the safety and the reliability of the embankment are protected.
What is not described in detail in this specification is prior art known to those skilled in the art.
Claims (2)
1. The utility model provides a dyke foot protection flexible pad structure of dashing which characterized in that: comprising
Gabion mesh pads (3) are paved along the embankment protection feet;
the reinforced concrete piles (6) are arranged in the foundation at the lower part of the gabion mesh pad (3);
the length of the gabion mesh pad (3) is=2×the calculated scouring depth and the safety margin of the dike feet, and the thickness of the gabion mesh pad (3) is more than or equal to 2×the anti-impact particle size; the volume of each unit of the gabion mesh pad (3) is 3-4 times of the designed impact-resistant particle size;
the unit gabions of the gabion mesh pad (3) are firmly bound by binding steel wires (14), and a steel strand connecting mesh (20) and a steel clamp (21) are additionally arranged on the surface layer for reinforcing connection;
if the embankment feet are provided with foot protection platforms (22), the reinforced concrete piles (6) are arranged on the slope feet of the foot protection platforms (22); the top of the reinforced concrete pile (6) is provided with a sliding-resistant beam (7), and anchor bars and gabion mesh pads (3) are reserved in the sliding-resistant beam (7) for anchoring;
if the embankment feet are not provided with the foot protection platform, the reinforced concrete piles (6) are arranged at the lower parts of the embankment foot grooves (1);
the depth of the reinforced concrete pile (6) anchored into the foundation is larger than the calculated scouring depth;
when the gabion mesh pad (3) is paved along a slope surface, the slope ratio is 1:2.0.
2. A dike foot impact flexible protection pad structure according to claim 1, wherein: the mesh material of the gabion mesh pad (3) adopts a steel wire surface plated with a Golgi and plastic-coated material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910579029.2A CN110219281B (en) | 2019-06-28 | 2019-06-28 | Dyke foot anti-impact flexible protection pad structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910579029.2A CN110219281B (en) | 2019-06-28 | 2019-06-28 | Dyke foot anti-impact flexible protection pad structure |
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| Publication Number | Publication Date |
|---|---|
| CN110219281A CN110219281A (en) | 2019-09-10 |
| CN110219281B true CN110219281B (en) | 2024-04-12 |
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| CN201910579029.2A Active CN110219281B (en) | 2019-06-28 | 2019-06-28 | Dyke foot anti-impact flexible protection pad structure |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113981892A (en) * | 2021-11-30 | 2022-01-28 | 安徽省天成水利工程有限公司 | Construction method of river basin flood control dam |
| CN115467290B (en) * | 2022-10-25 | 2023-09-01 | 成都市市政工程设计研究院有限公司 | Test method of ecological solid bed part test device |
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|---|---|---|---|---|
| KR100993335B1 (en) * | 2010-01-08 | 2010-11-09 | (주) 선암기술연구소 | Revetment protection works using gabion and construction method thereof |
| CN102995601A (en) * | 2012-11-19 | 2013-03-27 | 陕西煤业化工建设（集团）有限公司 | Municipal flood control integrated engineering construction technology for strong flushing embankment |
| CN103898870A (en) * | 2014-03-18 | 2014-07-02 | 北京工业大学 | Gabion box ecological gabion river channel slope protection construction method |
| CN207392142U (en) * | 2017-10-25 | 2018-05-22 | 上海戎合城市规划设计有限公司 | A kind of flexible cladding Soil-nailed slope protection system |
| CN209011081U (en) * | 2018-08-21 | 2019-06-21 | 上海市水利工程设计研究院有限公司 | A kind of novel spats structure suitable for flexible slope protection |
| CN210561970U (en) * | 2019-06-28 | 2020-05-19 | 长江勘测规划设计研究有限责任公司 | Flexible protection pad structure for protecting dike feet against impact |
-
2019
- 2019-06-28 CN CN201910579029.2A patent/CN110219281B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100993335B1 (en) * | 2010-01-08 | 2010-11-09 | (주) 선암기술연구소 | Revetment protection works using gabion and construction method thereof |
| CN102995601A (en) * | 2012-11-19 | 2013-03-27 | 陕西煤业化工建设（集团）有限公司 | Municipal flood control integrated engineering construction technology for strong flushing embankment |
| CN103898870A (en) * | 2014-03-18 | 2014-07-02 | 北京工业大学 | Gabion box ecological gabion river channel slope protection construction method |
| CN207392142U (en) * | 2017-10-25 | 2018-05-22 | 上海戎合城市规划设计有限公司 | A kind of flexible cladding Soil-nailed slope protection system |
| CN209011081U (en) * | 2018-08-21 | 2019-06-21 | 上海市水利工程设计研究院有限公司 | A kind of novel spats structure suitable for flexible slope protection |
| CN210561970U (en) * | 2019-06-28 | 2020-05-19 | 长江勘测规划设计研究有限责任公司 | Flexible protection pad structure for protecting dike feet against impact |
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| CN110219281A (en) | 2019-09-10 |
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