CN109629585B - Novel cofferdam structure under weak covering layer and construction method - Google Patents
Novel cofferdam structure under weak covering layer and construction method Download PDFInfo
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- CN109629585B CN109629585B CN201910074228.8A CN201910074228A CN109629585B CN 109629585 B CN109629585 B CN 109629585B CN 201910074228 A CN201910074228 A CN 201910074228A CN 109629585 B CN109629585 B CN 109629585B
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- 238000010276 construction Methods 0.000 title claims abstract description 89
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 87
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 74
- 239000004576 sand Substances 0.000 claims description 81
- 239000004567 concrete Substances 0.000 claims description 35
- 239000004744 fabric Substances 0.000 claims description 32
- 239000011248 coating agent Substances 0.000 claims description 24
- 238000000576 coating method Methods 0.000 claims description 24
- 239000002131 composite material Substances 0.000 claims description 22
- 239000004743 Polypropylene Substances 0.000 claims description 20
- -1 polypropylene Polymers 0.000 claims description 20
- 229920001155 polypropylene Polymers 0.000 claims description 20
- 239000004575 stone Substances 0.000 claims description 20
- 239000000463 material Substances 0.000 claims description 16
- 239000002689 soil Substances 0.000 claims description 13
- 239000004033 plastic Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 11
- 239000011382 roller-compacted concrete Substances 0.000 claims description 8
- 239000000835 fiber Substances 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 7
- 239000007921 spray Substances 0.000 claims description 6
- 239000004746 geotextile Substances 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims 1
- 238000009991 scouring Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 210000000476 body water Anatomy 0.000 description 4
- 239000004566 building material Substances 0.000 description 2
- 210000004394 hip joint Anatomy 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 239000007779 soft material Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 235000021167 banquet Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Classifications
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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
-
- 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
-
- 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
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
-
- 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
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
- E02B3/123—Flexible prefabricated covering elements, e.g. mats, strips mainly consisting of stone, concrete or similar stony material
-
- 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
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
- E02B3/127—Flexible prefabricated covering elements, e.g. mats, strips bags filled at the side
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Revetment (AREA)
Abstract
The invention discloses a novel cofferdam structure under a weak covering layer and a construction method, wherein the upstream side of the top of the bottom covering layer is provided with a water-facing dike, and the back side of the bottom covering layer is provided with a back-facing dike; filling a weir underwater part filling area between the upstream water dike and the downstream water dike; the water-facing side of the top of the upstream water-facing dike, the weir underwater partial filling area and the upstream water-facing side of the upstream water-facing dike is provided with a weir water-facing slope protection, and the downstream water side is provided with a weir water-facing downstream slope protection; the water surface slope protection of the weir body and the water surface slope protection of the weir body are filled to form a filling area of the water part of the weir body; a cofferdam top protection structure is arranged at the top of the filling area of the water part of the weir body; an impermeable structure is arranged along the center of the cofferdam structure. The novel cofferdam structure under the weak covering layer and the construction method are adopted, so that engineering safety is guaranteed, construction period is shortened, and engineering cost is saved.
Description
Technical Field
The invention relates to the field of cofferdam engineering, in particular to a novel cofferdam structure under a weak covering layer and a construction method.
Background
The water-facing construction of shipping hub engineering usually requires construction of water-retaining cofferdams before construction to form construction foundation pits to ensure dry construction, and the commonly used cofferdams include earth-rock cofferdams, concrete cofferdams, diaphragm-bag cofferdams, steel sheet pile lattice cofferdams and the like. The earth surface of a common water area is mostly soft covering layers such as a sand covering layer, a soft soil covering layer and the like, a weir body can be used as an impermeable curtain by using a geotechnical vertical curtain, a stirring pile, a jet grouting pile and the like, a slope protection mode of a cofferdam is common to have Reynolds slope protection and a reinforced gabion slope protection, but the construction progress is slower, a dike structure of the cofferdam is usually a double-sided dike structure so as to ensure the stability of the cofferdam, and the slope protection and the dike structure need a large amount of massive stones and other building materials, and simultaneously need a large amount of stone transport machinery, so that the soft covering layer of the cofferdam is softer, a large vehicle is difficult to enter, and the cofferdam has no transport condition. The cofferdam construction process needs to use a large amount of building construction materials, the water-facing cofferdam has insufficient large stones, the large stones are purchased to other places, the transportation distance is long, the time is long, meanwhile, the construction time in the dry period is short, the construction period is easy to delay, and a large amount of capital investment is needed for purchasing the building materials.
Disclosure of Invention
The invention aims to solve the defects of the background technology and provide a novel cofferdam structure under a weak covering layer and a construction method. The cofferdam filling is constructed by two parts of water and water, in the underwater part of the cofferdam, the upstream side dike adopts a rock block dike, the back side adopts a filling sand bag slope protection to replace the dike, and the downstream cofferdam, the upstream side dike and the back side adopt filling sand bag dike; then building an anti-seepage structure along the center line of the cofferdam, and for the upstream cofferdam and the midstream cofferdam, adopting mould bag concrete slope protection on the upstream surface, adopting filling sand bags for slope protection on the downstream surface, adopting filling sand bags for slope protection on the upstream surface and the downstream surface, and adopting geotextile, pebble cushion layer and roller compacted concrete for roof protection on the roof protection structure to form a transportation road. The anti-scouring stone body combining the polypropylene fiber cloth row and the stone block is adopted as an anti-scouring structure of the sole. The upstream side and the downstream side of the upstream cofferdam adopt filling sand bags for slope protection instead of the bankers, the upstream side and the downstream side of the downstream cofferdam adopt filling sand bags for slope protection, sand in the filling sand bags is sourced from local sand, the problems of lack of materials such as stones and the like in construction sites are successfully solved, and the mould bag concrete slope protection and the filling sand bags for slope protection are adopted, so that the mechanical construction is convenient compared with other slope protection structures, and the machine is safe and reliable. The anti-scouring stone body combining the polypropylene fiber cloth row and the stone block has strong anti-scouring performance, and the novel cofferdam structure under the soft cover layer and the construction method are adopted, so that the engineering safety is ensured, the construction period is shortened, and the engineering cost is saved.
In order to achieve the technical characteristics, the aim of the invention is realized in the following way: the novel cofferdam structure under the weak covering layer comprises a bottom covering layer arranged at the bottom of the whole cofferdam, wherein the upstream side of the top of the bottom covering layer is provided with an upstream dike, and the downstream side is provided with a downstream dike; filling a weir underwater part filling area between the upstream water dike and the downstream water dike; the water-facing side of the top of the upstream water-facing dike, the weir underwater partial filling area and the upstream water-facing side of the upstream water-facing dike is provided with a weir water-facing slope protection, and the downstream water side is provided with a weir water-facing downstream slope protection; the water surface slope protection of the weir body and the water surface slope protection of the weir body are filled to form a filling area of the water part of the weir body; a cofferdam top protection structure is arranged at the top of the filling area of the water part of the weir body; an anti-seepage structure is arranged at the position of the filling area of the underwater part of the weir body along the center of the cofferdam structure and penetrating through the bottom covering layer; and a composite geomembrane layer is arranged at the top of the seepage-proofing structure and penetrates through the center of the filling area of the water part of the weir body.
The bottom coating adopts a deep coating and shallow coating two-layer structure or a multi-layer coating structure, and the bottom coating adopts a soft coating or a hard coating.
The soft covering layer adopts a soft soil covering layer or a sandy soil covering layer; the hard coating adopts a block stone coating or a mixed gravel coating.
The upstream dike adopts a block dike, or can adopt a filling sand bag dike or a combination of the block dike and the sand bag dike.
The cofferdam top protection structure comprises a geotechnical cloth layer paved at the top of a filling area of a water part of a weir body, a pebble cushion layer is paved on the geotechnical cloth layer, and a roller compacted concrete top protection layer is adopted on the pebble cushion layer.
The water facing surface of the water facing surface dike is provided with a scour protection rock-fill body bottom protection, a polypropylene fiber cloth row layer is paved between the scour protection rock-fill body bottom protection and the water facing surface dike and the bottom covering layer, and the water facing surface of the water facing surface dike is provided with a mixed sand gravel layer.
The weir body water upstream surface slope protection and the weir body water downstream surface slope protection are both formed by adopting a mould bag concrete slope protection or a sand filling bag slope protection or a combination of the mould bag concrete slope protection and the sand filling bag slope protection.
The seepage-proofing structure adopts a plastic concrete seepage-proofing wall or adopts high-spray grouting treatment, and can also adopt a composite geomembrane or a combination type of the plastic concrete seepage-proofing wall and the high-spray grouting treatment;
the weir body underwater part filling area and the weir body water part filling area can be made of soft materials or hard materials.
The weak material is fine sand, coarse sand or soft soil; the hard material is a block stone or a mixed gravel.
The construction method of the novel cofferdam structure under the weak covering layer, which comprises the following steps:
step1: and (3) dike construction: for upstream cofferdams and midstream cofferdams, the upstream dikes adopt dump trucks to transport materials to construction sites for unloading, the downstream dikes adopt an approach method, and the downstream dikes adopt filling sand bag dikes; for the downstream cofferdam, the upstream face and the back face dike are filled with sand bags;
step2: and (3) construction of a weir underwater part: for upstream and midstream cofferdams, the water flushing filling method and rolling method are combined, when the water-facing dike is occupied, the mixed sand-gravel layer is filled, the rear seepage-proofing structure starts to be constructed immediately, and for downstream cofferdams, after the sand bag dike is filled, the construction of the weir underwater partial filling area and the seepage-proofing structure is carried out;
step3: and (3) construction of a water part of the weir: firstly, cleaning the joint part of the seepage-proofing structure and the composite geomembrane layer, and then paving the composite geomembrane layer, wherein the paving speed of the composite geomembrane layer is adapted to the filling construction progress of the filling area of the water part of the weir body; then carrying out cofferdam slope protection construction, wherein the cofferdam slope protection form comprises a mould bag concrete slope protection and a filling sand bag slope protection, for the upstream cofferdam and the midstream cofferdam, the mould bag concrete slope protection is adopted on the upstream surface, the filling sand bag slope protection is adopted on the downstream cofferdam, and the filling sand bag slope protection is adopted on the upstream surface and the upstream surface of the cofferdam, wherein the mould bag concrete slope protection is realized by paving mould bags firstly and then filling concrete, and the filling sand bag slope protection is realized by paving polypropylene cloth bags firstly and then filling sand soil; finally, carrying out cofferdam roof protection construction, wherein the roof protection construction needs to firstly lay geotechnical cloth, then lay pebbles on the geotechnical cloth, and finally carry out roller compacted concrete roof protection;
step4: and (3) cofferdam bottom protection construction: the cofferdam bottom protection is constructed by combining the anti-impact rock-fill body bottom protection and the polypropylene cloth lining, the geotextile polypropylene cloth is used as the polypropylene cloth lining, and then the rock blocks are well connected with the arrangement and are sunk.
The invention has the following beneficial effects:
the invention is arranged in the water-facing construction shipping hub engineering, for upstream and middle-stream cofferdams, the upstream surface adopts a block dike approach to perform dike erection, the back surface adopts a filling sand bag slope protection to replace dike erection, the upstream surface adopts a mould bag concrete slope protection, the back surface adopts a filling sand bag slope protection, and for downstream cofferdams, both the upstream surface and the back surface adopt filling sand bag dike construction. And the upstream surface and the back surface are protected by filling sand bags. The upstream and downstream cofferdams are provided with sand bags for slope protection instead of the banquettes, and the upstream and downstream cofferdams are provided with sand bags for banquettes and sand bags for slope protection, and sand filled with sand bags is derived from local materials, so that the problem of lack of materials such as rubble in construction sites is successfully solved. The mould bag concrete bank protection compares other bank protection structures with filling sand bag bank protection, and be convenient for mechanized, safe and reliable moreover uses polypropylene fibre cloth row and block stone as the scour protection and throws the stone body, and scour protection can be strong, through the novel cofferdam structure of upper, middle, low reaches different positions, constitutes holistic large-scale cofferdam structure. The invention has the advantages of shortening the construction period, reducing the construction cost, ensuring the engineering safety and the like, and has better application prospect in the fields of water transportation, coast, embankment, water conservancy, bridge and the like.
Drawings
The invention is further described below with reference to the drawings and examples.
FIG. 1 is a schematic view of a novel cofferdam structure under a weak covering layer when a plastic concrete diaphragm wall is adopted as a diaphragm structure in the upstream and midstream sections of a river.
FIG. 2 is a schematic diagram of the novel cofferdam structure under a weak overburden when the seepage-proofing structure adopts high-jet grouting in the upstream and midstream sections of a river.
FIG. 3 is a schematic view of the novel cofferdam structure under a weak overburden when the present invention is used in a downstream section of a river with a plastic concrete diaphragm wall.
FIG. 4 is a schematic view of the novel cofferdam structure under a weak overburden when the seepage-proofing structure is high-jet grouting in the downstream section of a river.
FIG. 5 is a schematic view of the novel cofferdam structure under a weak covering layer when the plastic concrete diaphragm wall is adopted as the diaphragm structure and the sand bag dike is filled on the upstream surface of the river in the upstream and middle stream sections.
FIG. 6 is a schematic diagram of a novel cofferdam structure under a weak covering layer when the seepage-proofing structure adopts high-jet grouting and the upstream surface adopts filled sand bag dike in the upstream and middle sections of a river.
FIG. 7 is a schematic diagram of a novel cofferdam structure under a weak covering layer, wherein the impermeable structure of the novel cofferdam structure is a composite geomembrane at the upstream and middle sections of a river, the upstream surface is a rock block banquet, and the weir body is filled by filling sand bags.
Fig. 8 is a cross-sectional view of the impact-resistant rock-fill body guard.
FIG. 9 is a cross-sectional view of the upstream dike.
Fig. 10 is a schematic view of a modular bag concrete revetment.
Fig. 11 is a schematic view of a filled sand bag revetment.
Fig. 12 is a schematic diagram of the packing of mixed gravel.
Fig. 13 is a schematic view of a plastic concrete diaphragm wall structure.
Fig. 14 is a schematic view of a construction of the high-spray slurry.
Fig. 15 is a schematic view of a cofferdam roof guard structure.
FIG. 16.1 is a schematic representation of a river in the upper and middle stages of a river, in the dike construction.
FIG. 16.2 is a schematic representation of a downstream section of a river, a dike construction.
FIG. 16.3 is a schematic illustration of a river in the upper and middle reaches, with a filled sand bag dike being used on the upstream face, and the dike being constructed.
FIG. 16.4 is a schematic illustration of a river in the upper and middle reaches, with the impermeable structure being a composite geomembrane, the water facing being a rock-block dike, the weirs being filled with filled sand bags.
Fig. 16.5 is a schematic view of the construction of the submerged portion of the weir when the impermeable structure is a plastic concrete wall for the upstream and midstream segments of the river.
FIG. 16.6 is a schematic illustration of the construction of the submerged portion of a weir when the impermeable structure is high-jet grouting in the upper and midstream sections of a river.
Fig. 16.7 is a schematic view of the construction of the submerged portion of the weir when the impermeable structure is a plastic concrete wall.
FIG. 16.8 is a schematic illustration of the construction of the submerged portion of a weir when the impermeable structure is high-jet grouting in the downstream section of a river.
FIG. 16.9 is a schematic illustration of the construction of the submerged portion of a weir body when the impermeable structure is a plastic concrete impermeable wall and the upstream face is a filled sand bag dike.
FIG. 16.10 is a schematic illustration of the construction of the submerged portion of a weir body when the impermeable structure is high-jet grouting and the upstream surface is filled with sand bags for dike support in the upstream and midstream sections of a river.
FIG. 16.11 is a schematic illustration of construction of the submerged portion of a weir, in which the impermeable structure is a composite geomembrane, the water facing is a rock block, the weir is filled with a filled sand bag, and the upper and middle sections of the river are covered with a composite geomembrane.
Fig. 16.12 is a schematic view of construction of a water portion of a weir over and midstream section of a river.
Fig. 16.13 is a schematic view of a construction of a water portion of a weir in a downstream section of a river.
FIG. 16.14 is a schematic illustration of construction of a water portion of a weir using a composite geomembrane, a rock-block dike, and a filled sand bag for the weir.
Fig. 16.15 is a schematic view of cofferdam bottom protection construction.
In the figure: the dam comprises a water-facing surface dike 1, a mixed sand gravel layer 2, a back-facing surface dike 3, a weir body underwater part filling area 4, an impermeable structure 5, a weir body water part filling area 6, a composite geomembrane layer 7, geotextile 8, a pebble cushion layer 9, a roller compacted concrete roof 10, a weir body water-facing surface slope protection 11, a weir body water-facing surface slope protection 12, a polypropylene fiber cloth layer 13, an anti-scour rock-fill body bottom protection 14, a shallow layer covering layer 15 and a deep covering layer 16.
Detailed Description
Embodiments of the present invention will be further described with reference to the accompanying drawings.
Example 1:
referring to fig. 1-15, a novel cofferdam structure under a weak covering layer comprises a bottom covering layer arranged at the bottom of the whole cofferdam, wherein the water facing side of the top of the bottom covering layer is provided with a water facing hip joint 1, and the water facing side is provided with a water facing hip joint 3; a weir underwater part filling area 4 is filled between the upstream water dike 1 and the downstream water dike 3; the water facing side of the top of the upstream water supporting dike 1, the weir underwater part filling area 4 and the upstream water supporting dike 3 is provided with a weir water upstream surface slope protection 11, and the downstream water side is provided with a weir water upstream surface slope protection 12; the water surface slope protection 11 and the water surface slope protection 12 are filled to form a water surface part filling area 6; a cofferdam top protection structure is arranged at the top of the filling area 6 of the water part of the weir body; an anti-seepage structure 5 is arranged at the position of the filling area 4 of the underwater part of the weir body along the center of the cofferdam structure and penetrating through the bottom covering layer; a composite geomembrane layer 7 is arranged at the top of the seepage-proofing structure 5 and penetrates through the center of the filling area 6 of the water part of the weir body. By adopting the structure, the upstream surface of the upstream cofferdam and the downstream cofferdam adopt filling sand bags for slope protection instead of the banked dikes, the upstream surface and the downstream surface of the downstream cofferdam adopt filling sand bags for slope protection, and sand in the filling sand bags is sourced from local sand, so that the problem of lack of materials such as stone blocks and the like in a construction site is successfully solved; adopt mould bag concrete bank protection and filling sand bag bank protection, compare other bank protection structures, be convenient for mechanized construction, safe and reliable moreover. The anti-scouring stone body combining the polypropylene fiber cloth row and the stone block has strong anti-scouring performance, and the novel cofferdam structure under the soft cover layer and the construction method are adopted, so that the engineering safety is ensured, the construction period is shortened, and the engineering cost is saved.
Further, the bottom cover layer adopts a two-layer structure or a more-layer structure of a deep cover layer 16 and a shallow cover layer 15, and the bottom cover layer adopts a soft cover layer or a hard cover layer.
Further, the soft covering layer adopts a soft soil covering layer or a sandy soil covering layer; the hard coating adopts a block stone coating or a mixed gravel coating.
Furthermore, the upstream dike 1 adopts a block dike, or can adopt a filling sand bag dike or a combination of the block dike and the filling sand bag dike.
Further, the cofferdam top protection structure comprises a geotechnical cloth layer 8 paved at the top of the filling area 6 of the water part of the weir body, a pebble cushion layer 9 is paved on the geotechnical cloth layer 8, and a roller compacted concrete top protection layer 10 is adopted on the pebble cushion layer 9.
Further, a scour protection rock-fill body bottom guard 14 is arranged on the upstream face of the upstream face dike 1, a polypropylene cloth row layer 13 is paved between the scour protection rock-fill body bottom guard 14 and the upstream face dike 1 and the bottom covering layer, and a mixed sand gravel layer 2 is arranged on the upstream face of the upstream face dike 1.
Further, the weir water upstream surface slope protection 11 and the weir water downstream surface slope protection 12 are both formed by adopting a mould bag concrete slope protection or a filling sand bag slope protection or a combination of the mould bag concrete slope protection and the filling sand bag slope protection.
Further, the impermeable structure 5 is a plastic concrete impermeable wall or a high-speed spray grouting treatment, or a composite geomembrane or a combination thereof.
Further, the weir underwater part filling area 4 and the weir water part filling area 6 can be made of soft materials or hard materials.
Further, the weak material is fine sand, coarse sand or soft soil; the hard material is a block stone or a mixed gravel.
Fig. 16.1 to 16.15 are construction flow diagrams of a novel cofferdam structure under a weak covering layer. Referring to the figure, the construction steps are as follows:
the construction method of the novel cofferdam structure under the weak covering layer, which comprises the following steps:
step1: and (3) dike construction: for upstream and midstream cofferdams, the upstream dike 1 adopts a dump truck to transport materials to a construction position for unloading, the unloading adopts an occupation method, and the downstream dike 3 adopts a filling sand bag dike; for the downstream cofferdam, the upstream face and the back face dike are filled with sand bags;
step2: and (3) construction of a weir underwater part: for upstream and midstream cofferdams, the water flushing filling method and rolling method are combined, when the water-facing dike 1 is occupied, the mixed sand-gravel layer 2 is filled, the rear impermeable structure 5 starts to be constructed immediately, and for downstream cofferdams, after the sand bag dike is filled, the construction of the weir underwater partial filling area 4 and the impermeable structure 5 is carried out;
step3: and (3) construction of a water part of the weir: firstly, cleaning the joint part of the seepage-proofing structure 5 and the composite geomembrane layer 7, and then paving the composite geomembrane layer 7, wherein the paving speed of the composite geomembrane layer 7 is adapted to the filling construction progress of the filling area 6 of the water part of the weir body; then carrying out cofferdam slope protection construction, wherein the cofferdam slope protection form comprises a mould bag concrete slope protection and a filling sand bag slope protection, for the upstream cofferdam and the midstream cofferdam, the mould bag concrete slope protection is adopted on the upstream surface, the filling sand bag slope protection is adopted on the downstream cofferdam, and the filling sand bag slope protection is adopted on the upstream surface and the upstream surface of the cofferdam, wherein the mould bag concrete slope protection is realized by paving mould bags firstly and then filling concrete, and the filling sand bag slope protection is realized by paving polypropylene cloth bags firstly and then filling sand soil; finally, carrying out cofferdam roof protection construction, wherein the roof protection construction needs to firstly lay geotechnical cloth 8, then lay pebbles on the geotechnical cloth 8, and finally carry out roller compacted concrete roof protection 10;
step4: and (3) cofferdam bottom protection construction: the cofferdam bottom guard is constructed by combining the anti-impact rock-fill body bottom guard 14 and the polypropylene cloth row layer 13, the geotextile polypropylene cloth is used as the polypropylene cloth row layer, and then the rock blocks are well connected with the arrangement and are sunk.
The above-described embodiments are intended to illustrate the present invention, not to limit it, and any modifications and variations made thereto are within the spirit of the invention and the scope of the appended claims.
Claims (6)
1. The construction method of the novel cofferdam structure under the weak covering layer comprises a bottom covering layer arranged at the bottom of the whole cofferdam, wherein the upstream dike (1) on the upstream side of the top of the bottom covering layer is arranged, and the downstream dike (3) on the downstream side is arranged; a weir underwater part filling area (4) is filled between the upstream water dike (1) and the downstream water dike (3); the water-facing side of the top of the water-facing dike (1), the weir underwater part filling area (4) and the water-facing side of the back-facing dike (3) is provided with a weir water-facing slope protection (11), and the back-facing side is provided with a weir water-facing back-facing slope protection (12); a water part filling area (6) of the weir is filled between the water upstream surface slope protection (11) and the water downstream surface slope protection (12); a cofferdam roof protection structure is arranged at the top of the filling area (6) of the water part of the weir body; an anti-seepage structure (5) is arranged at the position along the center of the cofferdam structure and penetrates through the bottom covering layer and the position of the weir body underwater part filling area (4); a composite geomembrane layer (7) penetrates through the center of the filling area (6) of the water part of the weir body and is positioned at the top of the seepage-proofing structure (5);
the cofferdam top protection structure comprises a geotechnical cloth layer (8) paved at the top of a filling area (6) of a water part of a weir body, a pebble cushion layer (9) is paved on the geotechnical cloth layer (8), and a roller compacted concrete top protection layer (10) is adopted on the pebble cushion layer (9);
a water facing surface of the water facing surface dike (1) is provided with a scour protection rock-fill body bottom protection (14), a polypropylene fiber cloth row layer (13) is paved between the scour protection rock-fill body bottom protection (14) and the water facing surface dike (1) and the bottom covering layer, and a mixed sand gravel layer (2) is arranged on the water facing surface of the water facing surface dike (1);
the construction method is characterized by comprising the following steps of:
step1: and (3) dike construction: for upstream and midstream cofferdams, the upstream dike (1) adopts a dump truck to transport materials to a construction position for unloading, the unloading adopts an approach method, and the downstream dike (3) adopts a filling sand bag dike; for the downstream cofferdam, the upstream face and the back face dike are filled with sand bags;
step2: and (3) construction of a weir underwater part: for upstream and midstream cofferdams, the cofferdam weir body filling adopts a method combining a hydraulic flushing method and a rolling method, when the water-facing dike (1) occupies completely, the mixed sand gravel layer (2) is filled, the rear impermeable structure (5) starts to be constructed immediately, and for downstream cofferdams, after the sand bag dike filling is completed, the construction of the weir body underwater part filling area (4) and the impermeable structure (5) is carried out;
step3: and (3) construction of a water part of the weir: firstly, cleaning the joint part of an anti-seepage structure (5) and a composite geomembrane layer (7), and then paving the composite geomembrane layer (7), wherein the paving speed of the composite geomembrane layer (7) is adapted to the filling construction progress of a filling area (6) on the water part of a weir body; then carrying out cofferdam slope protection construction, wherein the cofferdam slope protection form comprises a mould bag concrete slope protection and a filling sand bag slope protection, for the upstream cofferdam and the midstream cofferdam, the mould bag concrete slope protection is adopted on the upstream surface, the filling sand bag slope protection is adopted on the downstream cofferdam, and the filling sand bag slope protection is adopted on the upstream surface and the upstream surface of the cofferdam, wherein the mould bag concrete slope protection is realized by paving mould bags firstly and then filling concrete, and the filling sand bag slope protection is realized by paving polypropylene cloth bags firstly and then filling sand soil; finally, carrying out cofferdam roof protection construction, wherein the roof protection construction needs to firstly lay a geotechnical cloth layer (8), then lay pebbles on the geotechnical cloth layer (8), and finally construct a roller compacted concrete roof protection layer (10);
step4: and (3) cofferdam bottom protection construction: the cofferdam bottom protection is constructed by combining a scour prevention rock-fill body bottom protection (14) and a polypropylene cloth row layer (13), the geotextile polypropylene cloth is used as the polypropylene cloth row layer, and then the rock blocks are well connected with the arrangement and are sunk.
2. The construction method of the novel cofferdam structure under the weak covering layer as set forth in claim 1, wherein the construction method comprises the following steps: the bottom coating adopts a deep coating (16) and a shallow coating (15) or a two-layer coating structure or a multi-layer coating structure, and the bottom coating adopts a soft coating or a hard coating.
3. The construction method of the novel cofferdam structure under the weak covering layer as set forth in claim 2, wherein the construction method comprises the following steps: the soft covering layer adopts a soft soil covering layer or a sandy soil covering layer; the hard coating adopts a block stone coating or a mixed gravel coating.
4. The construction method of the novel cofferdam structure under the weak covering layer as set forth in claim 1, wherein the construction method comprises the following steps: the upstream dike (1) of the upstream cofferdam and the midstream cofferdam adopts a block dike or adopts a filling sand bag dike.
5. The construction method of the novel cofferdam structure under the weak covering layer as set forth in claim 1, wherein the construction method comprises the following steps: the seepage-proofing structure (5) adopts a plastic concrete seepage-proofing wall, adopts high-spray grouting treatment or adopts a composite geomembrane, or a combination type of the plastic concrete seepage-proofing wall and the high-spray grouting treatment or the composite geomembrane;
the weir underwater part filling area (4) and the weir water part filling area (6) are made of soft or hard materials.
6. The construction method of the novel cofferdam structure under the weak covering layer as set forth in claim 5, wherein the construction method comprises the following steps: the weak material adopts fine sand, coarse sand or soft soil; the hard material is a block stone or a mixed gravel.
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| CN110397051A (en) * | 2019-07-09 | 2019-11-01 | 中国铁建港航局集团有限公司 | A kind of cofferdam structure and construction method |
| CN110565592B (en) * | 2019-08-12 | 2024-02-09 | 长江勘测规划设计研究有限责任公司 | Cofferdam bottom pressure-bearing block structure adapting to channel lining unevenness and bearing capacity |
| CN110629771B (en) * | 2019-09-02 | 2021-06-18 | 中国水利水电第五工程局有限公司 | Construction method of multi-branch river multi-river core island cofferdam |
| CN111501652B (en) * | 2020-03-18 | 2021-11-02 | 中铁十四局集团第四工程有限公司 | Comprehensive treatment method for sand bed riverway in plain area |
| CN111733842A (en) * | 2020-06-19 | 2020-10-02 | 三峡大学 | Cofferdam construction method and cofferdam structure |
| CN112832274B (en) * | 2020-12-31 | 2022-07-12 | 广东大禹水利建设有限公司 | Construction method of cofferdam |
| CN115450236A (en) * | 2022-09-15 | 2022-12-09 | 中国葛洲坝集团国际工程有限公司 | Cofferdam anti-seepage structure and construction method thereof |
| CN116043884A (en) * | 2022-12-19 | 2023-05-02 | 保利长大工程有限公司 | Construction method for constructing island by using flexible cofferdam of offshore anchor ingot |
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