CN115419091A - Bearing platform island-building cofferdam structure under rapid-flow and large-amplitude water level environment and construction method - Google Patents
Bearing platform island-building cofferdam structure under rapid-flow and large-amplitude water level environment and construction method Download PDFInfo
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- CN115419091A CN115419091A CN202211175302.3A CN202211175302A CN115419091A CN 115419091 A CN115419091 A CN 115419091A CN 202211175302 A CN202211175302 A CN 202211175302A CN 115419091 A CN115419091 A CN 115419091A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 55
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 239000004677 Nylon Substances 0.000 claims abstract description 52
- 229920001778 nylon Polymers 0.000 claims abstract description 52
- 239000004575 stone Substances 0.000 claims abstract description 45
- 230000002787 reinforcement Effects 0.000 claims abstract description 34
- 239000002893 slag Substances 0.000 claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 16
- 239000004927 clay Substances 0.000 claims abstract description 15
- 239000004576 sand Substances 0.000 claims abstract description 7
- 230000002265 prevention Effects 0.000 claims abstract description 4
- 239000004746 geotextile Substances 0.000 claims description 20
- 238000011144 upstream manufacturing Methods 0.000 claims description 11
- 239000000463 material Substances 0.000 claims description 7
- 239000004744 fabric Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 description 6
- 239000011150 reinforced concrete Substances 0.000 description 3
- 238000009991 scouring Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 238000012876 topography Methods 0.000 description 2
- 229910000851 Alloy steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
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- 238000009434 installation Methods 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- 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
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
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- 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
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/08—Structures of loose stones with or without piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
- E02D31/025—Draining membranes, sheets or fabric specially adapted therefor, e.g. with dimples
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/06—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against corrosion by soil or water
Abstract
The invention discloses a bearing platform island-building cofferdam structure under a rapid-flow and large-amplitude water level environment, and relates to the technical field of bridges, municipal works and water conservancy projects. The dam comprises a berm structure, an island-building cofferdam central structure and an island-building cofferdam anti-impact structure, wherein the berm structure is sequentially provided with a first gravel slag layer, a stone layer, a first nylon net bag gabion and a first steel bar gabion-nylon net bag gabion combination from a river bank to a river bed; the central structure of the island-building cofferdam is sequentially provided with a second gravel slag layer, a clay layer and a sand gravel soil layer from outside to inside; the island-building cofferdam scour prevention structure comprises a second nylon string bag gabion and a second reinforcement gabion-nylon string bag gabion combination. The invention can adapt to the river channel construction conditions of deep water, large flow velocity and large water level amplitude. The invention also relates to a construction method of the bearing platform island-building cofferdam structure under the rapid-flow and large-amplitude water level environment.
Description
Technical Field
The invention relates to the technical field of bridges, municipal works and water conservancy projects, in particular to a bearing platform island-building cofferdam structure in an environment with a rapid flow and a large amplitude water level. The invention also relates to a construction method of the bearing platform island-building cofferdam structure under the rapid-flow and large-amplitude water level environment.
Background
With the rapid development of economic society of China, the road and bridge construction requirements are increasing day by day; at present, more and more bridges span high mountains, deep valleys and large rivers; in the construction of a bridge in a river, site conditions similar to land are obtained in water to meet the construction of a pile foundation and a bearing platform of a pier, and the construction of an island and a cofferdam by adopting a bridge bearing platform is needed.
The patent of the current bridge cushion cap island-building cofferdam construction is as follows:
1) The application numbers are: CN200810126053.2 discloses a compound cofferdam and its construction method, relating to the construction of underwater building foundation, comprising a hollow annular island body arranged on the riverbed, wherein the annular island body comprises a base layer composed of large stones and a top layer composed of common soil, the width of the top of the base layer is less than that of the bottom of the base layer, the middle part of the annular island body is provided with at least two rows of uniformly distributed consolidation bodies which penetrate through the top layer and the base layer and go deep into the bedrock or the impervious bed under the riverbed, the center of the consolidation body is provided with a through hole, the side wall of the inner ring of the annular island body is provided with a plurality of annular reinforced concrete linings from top to bottom, the adjacent reinforced concrete linings are arranged in a ladder shape, and the reinforced concrete linings lower than the water surface are provided with at least one drain pipe. The cofferdam related by the method is not suitable for quick construction in a river channel with high-speed water flow scouring and large water level amplitude variation.
2) The application numbers are: 201810301592.9 discloses a construction method of a foundation in water, which comprises the following steps: firstly, constructing a cofferdam around a bearing platform; then, filling sand and stone materials in the cofferdam to form an artificial island; then constructing a steel casing on the soil island in the cofferdam to a proper depth; grouting at a proper depth below the bottom of a bearing platform in the cofferdam to form a stable closed layer; then, constructing drilled piles on the artificial island according to land construction requirements; excavating the sandstone materials in the cofferdam until the bottom of the bearing platform is excavated; and then cleaning the bottom of the cofferdam, and performing bearing platform construction to complete foundation construction. The method needs to adopt large-scale hoisting equipment for installation, and the water flow speed has great influence on the positioning of the steel platform.
3) The application numbers are: 201210229908.0 discloses a construction structure of a bearing platform island-building cofferdam, which comprises a sand-soil building body filled in the center of a building island, and a clay building body, a sand-soil building body, a mountain blank stone building body and a steel wire cage slope with stones which are filled around the outer wall of the sand-soil building body in sequence. The method is not suitable for construction in riverways with large water depth and large flow speed.
4) The application numbers are: 5363A Chinese patent of 202110982641.1 discloses a platform for deep water high flow velocity river dike entering and occupying island building and a construction method thereof, which comprises the following steps: an initial section formed by ballast filling; the closure section is formed by filling stones in the reinforced gabion and then filling the reinforced gabion with the stones, and the closure section is positioned in the middle closure area of the river channel; the connecting sections are arranged between the starting section and two ends of the closure section and are formed by filling stones in the alloy steel wire net bag; the construction section is arranged between a connecting section at the downstream of the river channel and the closure section, and is formed by filling sand bags and gravels; and the middle section is formed by an area surrounded by the starting section, the closure section, the connecting sections at two sides and the construction section, and the middle section is formed by filling gravel soil. The method is easy to incline due to the influence of the riverbed topography in the process of placing the reinforcement gabions, the porosity of the reinforcement gabions is high, the island-building cofferdam is poor in waterproof performance, and particularly water seepage is easy to occur in a cofferdam foundation pit under the condition of deep water and high flow speed.
Based on a special project background, the invention creates a related project which is a rapid stream, large amplitude and frequent river channel with water level change, the water flow rate is 2-5m/s, the flow rate can reach 4.85-5.40m/s in the non-flood period after the island building cofferdam narrow riverbed is built, a bridge is positioned at the downstream of a hydropower station for about 5.2km, the hydropower station is a daily regulating power station, the ex-warehouse flow changes frequently, and the daily amplitude of the water level at the bridge site can reach 5m at most; the river bed has steep transverse slope, the advancing flow rate of the river is large and the river is not communicated, and large barge equipment cannot be used for positioning; the construction time is limited in the non-flood season, and how to quickly and economically form the island-building cofferdam platform is a construction difficulty.
Therefore, in order to solve the limitations of the prior art, the prior bridge bearing platform island-building cofferdam structure needs to be optimally designed, and the technical problems that under the rapid-flow and large-water-level variable amplitude environment, the flow velocity of the river bed behind the narrow river channel of the island-building cofferdam is increased, the embankment of the cofferdam is difficult to advance, the head-wrapping flood control and impact resistance protection difficulty is high, the safety and stability of the island-building cofferdam structure are influenced, and the pier pile foundation construction pore-forming difficulty is caused by the seepage of the island-building cofferdam structure are solved.
Disclosure of Invention
The invention aims to overcome the defects of the background technology and provide a bearing platform island-building cofferdam structure in an torrent and large-amplitude water level environment.
The second purpose of the invention is to provide a construction method of the bearing platform island-building cofferdam structure under the rapid-flow and large-amplitude water level environment.
In order to achieve the first object, the technical scheme of the invention is as follows: island cofferdam structure is built to cushion cap under torrent, the big width of cloth water level environment, its characterized in that: the dam comprises a berm structure, an island-building cofferdam central structure and an island-building cofferdam anti-impact structure, wherein the berm structure is sequentially provided with a first gravel slag layer, a stone layer, a first nylon net bag gabion and a first steel bar gabion-nylon net bag gabion combination from a river bank to a river bed;
the center structure of the island-building cofferdam is positioned at the downstream side of the dike structure, and a second gravel slag layer, a clay layer and a gravel soil layer are sequentially arranged on the center structure of the island-building cofferdam from outside to inside;
the island-building cofferdam anti-impact structure comprises a second nylon string bag gabion and a second reinforcement gabion-nylon string bag gabion combination, and second nylon string bag gabions are arranged on one side, close to the river bank, of the second broken stone slag layer and on the side of the backwater; and a second steel bar gabion-nylon string bag gabion combination is arranged on one side, close to the riverbed, of the second gravel slag layer and on the side of the backwater.
In the technical scheme, geotextiles are arranged between the second crushed stone slag layer and the clay layer and between the clay layer and the sand gravel soil layer.
In the technical scheme, the bottom of the geotextile is provided with the rock blocks.
In order to achieve the second object, the invention has the technical scheme that: the construction method of the bearing platform island-building cofferdam structure under the environment of rapid flow and large amplitude water level is characterized by comprising the following steps:
step 1: adopting gravel slag materials to fill from the side of a river channel to form a first gravel slag layer, sequentially adopting stone blocks and a nylon string bag stone cage to fill after the first gravel slag layer is filled to a specified position to form a stone block layer and a first nylon string bag stone cage, adopting a first reinforced stone cage-nylon string bag stone cage combination to fill at a position close to the wrapping end of a island-building cofferdam to form a dike structure;
step 2: finishing the placement work of a second nylon string bag gabion and a second reinforcement gabion-nylon string bag gabion combination from upstream to downstream in sequence to form an island-building cofferdam anti-impact structure;
and step 3: filling the second broken stone slag layer on the inner side in time after the island-building cofferdam anti-impact structure is filled stably;
and 4, step 4: sequentially laying geotextile, a clay layer, geotextile and a sand gravel soil layer on the inner side of the second gravel slag layer to form a central structure of the island-building cofferdam;
and 5: and (4) arranging a nylon string bag gabion presser foot on the slope toe on the upstream surface to complete the filling of the bearing platform island-building cofferdam structure.
In the technical scheme, in the area of the first reinforced gabion-nylon string bag gabion combination and the second reinforced gabion-nylon string bag gabion combination, the nylon string bag gabion is used for paving the bottom of the river bed, and then the reinforced gabion is adopted to continuously occupy the area above the bottom of the river bed until the designed elevation is reached.
In the technical scheme, the reinforcement gabion is made into a cuboid shape, the long side of the reinforcement gabion is parallel to the water flow direction, the reinforcement gabion on the upstream side is placed in advance, the reinforcement gabion on the side close to the bearing platform is placed, and the deviation condition of the reinforcement gabion is corrected in placement; after the steel bar gabions go out of the water, the adjacent steel bar gabions are connected in a reinforcing mode through steel wire rope buckles.
In the above technical scheme, in step 4, before the geotextile is laid, the lower part of the geotextile is wrapped with a block stone counterweight.
Compared with the prior art, the invention has the following advantages:
1) The invention can adapt to the river channel construction conditions of deep water, large flow velocity and large water level amplitude.
2) The island-building cofferdam has a stable and reliable structure and strong impact resistance and stability, and can resist water flow scouring at the position of a closure opening after a riverbed is narrow.
3) The island body of the island-building cofferdam is not easy to permeate water, and is beneficial to the construction of bridge pile foundations and bearing platforms; the construction method is simple and convenient, the construction efficiency is high, the island-building cofferdam is wide and convenient in material taking, and the construction cost is low.
4) The invention adopts the nylon net bag gabion bedding to pave in the dike advancing process, can enhance the stability of the upper reinforcement gabion, does not incline in water, and is particularly suitable for river sections with large change of riverbed topography.
5) According to the invention, the nylon net bag gabion and steel reinforcement gabion structures are adopted on the water surface outside the island-building cofferdam, so that the impact resistance stability of the island-building platform is improved, and the geotextile and clay filling structures are adopted on the inner side of the island-building cofferdam, so that the seepage prevention stability inside the island-building cofferdam is improved.
Drawings
FIG. 1 is a schematic structural diagram of the dike structure of the present invention.
FIG. 2 is a cross-sectional structural schematic of the present invention.
FIG. 3 is a sectional floor plan of the present invention.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
With reference to the accompanying drawings: island cofferdam structure is built to cushion cap under torrent, the big width of cloth water level environment, its characterized in that: the island-building cofferdam comprises a dike structure 1, an island-building cofferdam central structure 2 and an island-building cofferdam scour prevention structure 3, wherein the dike structure 1 is sequentially provided with a first gravel slag layer 11, a stone block layer 12, a first nylon string bag gabion 13 and a first reinforcement gabion-nylon string bag gabion combination 14 from a river bank to a river bed;
the island-building cofferdam central structure 2 is positioned at the downstream side of the dike structure 1, and the island-building cofferdam central structure 2 is sequentially provided with a second gravel slag layer 21, a clay layer 22 and a gravel soil layer 23 from outside to inside;
the island-building cofferdam anti-impact structure 3 comprises a second nylon string bag gabion 31 and a second reinforcement gabion-nylon string bag gabion combination 32, and the second nylon string bag gabion 31 is arranged on one side, close to the river bank, of the second broken stone slag layer 21 and on the side of the backwater; and a second reinforcement gabion-nylon string bag gabion combination 32 is arranged on one side of the second gravel slag layer 21 close to the riverbed and on the backwater side.
The geotextile 24 is provided with a block stone 241 at the bottom.
The construction method of the bearing platform island-building cofferdam structure under the environment of rapid flow and large amplitude water level is characterized by comprising the following steps:
step 1: filling gravel slag materials from the side of a river channel to form a first gravel slag layer 11, sequentially filling stone blocks and nylon string bag stone cages to continue filling after the first gravel slag layer 11 is filled to a specified position to form a stone block layer 12 and a first nylon string bag stone cage 13, filling a first reinforcement stone cage-nylon string bag stone cage combination 14 at a position close to the wrapping end of an island-building cofferdam to form a dike structure 1;
step 2: the placement work of a second nylon net bag gabion 31 and a second reinforcement gabion-nylon net bag gabion combination 32 is finished from upstream to downstream in sequence, and an island-building cofferdam anti-impact structure 3 is formed;
and 3, step 3: filling the second rubble slag layer 21 on the inner side in time after the island-building cofferdam anti-impact structure 3 is filled stably;
and 4, step 4: sequentially paving a geotextile 24, a clay layer 22, a geotextile 24 and a gravel soil layer 23 on the inner side of the second crushed stone slag layer 21 to form a central structure 2 of the island-building cofferdam;
and 5: a nylon string bag gabion presser foot is arranged at the slope toe of the upstream face, and the island building structure is further reinforced; and finishing the filling of the bearing platform island-building cofferdam structure.
In the area of the first reinforced gabion-nylon string bag gabion combination 14 and the second reinforced gabion-nylon string bag gabion combination 32, the nylon string bag gabion is firstly used for paving the bottom of the riverbed, and then the reinforced gabion is adopted to continuously occupy the area above the bottom of the riverbed until the designed elevation is reached.
The reinforcement gabion is made into a cuboid shape, and the long side of the reinforcement gabion is parallel to the water flow direction, so that the influence of water flow on positioning is reduced, and the underwater stability of the reinforcement gabion is enhanced; when the cage is occupied, firstly placing the upstream side reinforcement gabion, then placing the side reinforcement gabion close to the bearing platform, correcting the deviation condition during placement to be as horizontal and stable as possible, and after the upstream side reinforcement gabion is placed in place, placing the downstream side reinforcement gabion and the inner side reinforcement gabion; after the steel bar gabions go out of the water, the adjacent steel bar gabions are connected in a reinforcing mode through steel wire rope buckles.
In step 4, before the geotextile 24 is laid, the lower part of the geotextile is wrapped with a block stone 241 counterweight to ensure that the geotextile is lowered to a designated position.
In actual use, in the island construction berm advancing construction, the water flow rate of the river bed and the scouring resistance of the island construction cofferdam are checked in time according to upstream water condition information and by combining the width of the river bed after the berm advancing; the materials of the reinforcement cage and the nylon net bag cage are prepared when the water level is high and the flow is large, the dike is quickly occupied when the water level is low and the flow is small, and the advancing progress of the dike is adjusted in time.
Other parts not described belong to the prior art.
Claims (7)
1. Island cofferdam structure is built to cushion cap under torrent, the big width of cloth water level environment, its characterized in that: the island cofferdam comprises a berm structure (1), an island cofferdam building central structure (2) and an island cofferdam building anti-impact structure (3), wherein the berm structure (1) is sequentially provided with a first gravel slag layer (11), a stone layer (12), a first nylon net bag gabion (13) and a first steel bar gabion-nylon net bag gabion combination (14) from a river bank to a river bed;
the island-building cofferdam central structure (2) is positioned at the downstream side of the dike structure (1), and the island-building cofferdam central structure (2) is sequentially provided with a second gravel slag layer (21), a clay layer (22) and a gravel soil layer (23) from outside to inside;
the island-building cofferdam scour prevention structure (3) comprises a second nylon string bag gabion (31) and a second reinforcement gabion-nylon string bag gabion combination (32), and the second nylon string bag gabion (31) is arranged on one side, close to the river bank, of the second broken stone slag layer (21) and on the back water side; and a second steel bar gabion-nylon string bag gabion combination (32) is arranged on one side of the second gravel slag layer (21) close to the riverbed and on the backwater side.
2. The structure of the bearing platform island-building cofferdam under the torrent and large-amplitude water level environment of claim 1, which is characterized in that: geotextiles (24) are arranged between the second crushed stone slag layer (21) and the clay layer (22) and between the clay layer (22) and the sand gravel soil layer (23).
3. The structure of the bearing platform island-building cofferdam under the torrent and large-amplitude water level environment of claim 2, which is characterized in that: the bottom of the geotextile (24) is provided with a block stone (241).
4. A construction method of a bearing platform island-building cofferdam structure under the torrent and large-amplitude water level environment as defined in any one of claims 1-3, which is characterized by comprising the following steps:
step 1: adopting broken stone slag materials to fill from the side of a river channel to form a first broken stone slag layer (11), sequentially adopting block stones and nylon net bag stone cages to continue filling after the first broken stone slag layer (11) is filled to a specified position to form a block stone layer (12) and a first nylon net bag stone cage (13), adopting a first reinforcement stone cage-nylon net bag stone cage combination (14) to fill at a position near the wrapping end of a cofferdam of a building island to form a dike structure (1);
step 2: the placement work of a second nylon net bag gabion (31) and a second reinforcement gabion-nylon net bag gabion combination (32) is finished from upstream to downstream in sequence, and an island-building cofferdam anti-impact structure (3) is formed;
and step 3: filling of the second rubble slag layer (21) on the inner side is timely followed after the island-building cofferdam anti-impact structure (3) occupies stable space;
and 4, step 4: sequentially paving a geotextile (24), a clay layer (22), a geotextile (24) and a gravel soil layer (23) on the inner side of the second gravel residue layer (21) to form an island-building cofferdam central structure (2);
and 5: and (4) arranging a nylon net bag gabion presser foot on the slope toe of the upstream surface to finish the filling of the bearing platform island-building cofferdam structure.
5. The construction method of the bearing platform island-building cofferdam structure under the torrent and large-amplitude water level environment as claimed in claim 4, wherein: in the areas of the first reinforced gabion-nylon string bag gabion combination (14) and the second reinforced gabion-nylon string bag gabion combination (32), the nylon string bag gabion is firstly used for paving the bottom of the river bed, and then the reinforced gabion is adopted to continuously occupy the area above the bottom of the river bed until the designed elevation is reached.
6. The construction method of the bearing platform island-building cofferdam structure under the torrent and large-amplitude water level environment according to claim 5, characterized in that: the reinforcement gabion is manufactured into a cuboid shape, the long side of the reinforcement gabion is parallel to the water flow direction, the reinforcement gabion on the upstream side is placed firstly during occupation, then the reinforcement gabion on the side close to the bearing platform is placed, and the deviation condition of the reinforcement gabion is corrected during placement; after the steel bar gabions go out of the water, the adjacent steel bar gabions are connected in a reinforcing mode through steel wire rope buckles.
7. The construction method of the bearing platform island-building cofferdam structure under the torrent and large-amplitude water level environment as recited in claim 6, characterized in that: in step 4, before the geotextile (24) is laid, the lower part of the geotextile is wrapped with a block stone (241) counterweight.
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|---|---|---|---|
| CN202211175302.3A CN115419091B (en) | 2022-09-26 | 2022-09-26 | Island-building cofferdam structure of bearing platform in rapid-flow and large-amplitude water level environment and construction method |
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|---|---|---|---|
| CN202211175302.3A CN115419091B (en) | 2022-09-26 | 2022-09-26 | Island-building cofferdam structure of bearing platform in rapid-flow and large-amplitude water level environment and construction method |
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| CN115419091A true CN115419091A (en) | 2022-12-02 |
| CN115419091B CN115419091B (en) | 2024-01-26 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| RU2005139447A (en) * | 2005-12-16 | 2007-06-27 | Федеральное государственное образовательное учреждение высшего профессионального образовани Кабардино-Балкарска государственна сельскохоз йственна академи (ФГОУ ВПО КБГСХА) (RU) | METHOD FOR ESTABLISHING A Dam From Reinforced Gabion |
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