CN209816885U - Novel cofferdam structure under soft covering layer - Google Patents
Novel cofferdam structure under soft covering layer Download PDFInfo
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- CN209816885U CN209816885U CN201920141858.8U CN201920141858U CN209816885U CN 209816885 U CN209816885 U CN 209816885U CN 201920141858 U CN201920141858 U CN 201920141858U CN 209816885 U CN209816885 U CN 209816885U
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Abstract
The utility model discloses a novel cofferdam structure under a soft covering layer, wherein a water-facing surface dike is arranged on the top water-facing side of a bottom covering layer, and a water-backing surface dike is arranged on the water-backing side; the dam body underwater partial filling area is formed by filling the space between the upstream face dike and the back face dike; the upstream face dike, the weir underwater partial filling area and the backwater face dike are provided with weir body upstream face protection slopes on the upstream side of the top, and the weir body upstream face protection slopes on the backwater side; a weir body water upper part filling area is formed between the weir body water upstream surface protection slope and the weir body water back surface protection slope in a filling way; a cofferdam top protecting structure is arranged at the top of the water partial filling area of the weir body; an anti-seepage structure is arranged along the center of the cofferdam structure. By adopting the novel cofferdam structure under the various soft covering layers, the engineering safety is ensured, the construction period is shortened, and the engineering cost is saved.
Description
Technical Field
The utility model relates to a cofferdam engineering field, novel cofferdam structure under concretely relates to weak overburden.
Background
The construction of shipping pivot projects near water usually requires the construction of a water retaining cofferdam before construction to form a construction foundation pit to ensure dry land construction, and commonly used cofferdams include earth-rock cofferdams, concrete cofferdams, mould bag cofferdams, steel sheet pile lattice cofferdams and the like. The common water area earth surface is mostly soft covering layers such as sand covering layers, soft soil covering layers and the like, a weir body can be used as an anti-seepage curtain by using a geotechnical vertical curtain, a stirring pile, a jet grouting pile and the like, the common slope protection mode of the cofferdam comprises a Reynolds slope protection and a reinforced gabion slope protection, but the construction progress is slow, a double-side dike structure is commonly adopted by the dike structure of the cofferdam to ensure the stability of the cofferdam, and the slope protection and the dike structure need a large amount of large stones and other building materials and a large amount of stone transportation machinery at the same time, however, the soft covering layers of the cofferdam are soft, large vehicles are difficult to enter, and the. A large amount of building construction materials are needed in the cofferdam construction process, the cofferdam close to water does not have enough large stones, the large stones are purchased from other places, the transportation distance is long, the time is long, the construction time in the dry season is short, the construction period is easily delayed, and a large amount of capital investment is needed for purchasing the building materials.
SUMMERY OF THE UTILITY MODEL
The utility model aims at solving the not enough of above-mentioned background art, provide a novel cofferdam structure under weak overburden, the utility model discloses make full use of local sandy soil material adopts the method of hydraulic filling method and rolling method to fill up the cofferdam. The cofferdam filling is divided into two parts of construction on water and under water, in the underwater part of the cofferdam, for the upstream cofferdam and the midstream cofferdam, a stone dike is adopted for the upstream dike, a sand bag filled revetment is adopted for the backside surface to replace the dike, and for the downstream cofferdam, a sand bag filled dike is adopted for the upstream surface and the backside surface; then, an anti-seepage structure is built along the center line of the cofferdam, for the upper part of the cofferdam and the midstream cofferdam, the upstream face adopts a mould bag concrete slope protection, the downstream face adopts a filled sand bag slope protection, for the downstream cofferdam, the upstream face and the downstream face both adopt filled sand bag slope protection, and the roof protection structure adopts geotextile, a pebble cushion layer and roller compacted concrete for roof protection to form a transportation road. The scour prevention stone body which combines the polypropylene cloth row and the block stone is used as the scour prevention structure of the sole. The upstream and midstream cofferdam dorsal surface adopts the sand bag bank protection of filling to replace the dike, and downstream cofferdam upstream surface and dorsal surface all adopt the sand bag bank protection of filling, and the sand of filling sand bag the inside derives from local sand moreover, and these have succeeded in solving the problem that the job site lacks materials such as stone, adopt mould bag concrete bank protection and sand bag bank protection of filling, compare other slope protection structures, the mechanized construction of being convenient for, safe and reliable moreover. The anti-scouring riprap body combined by the polypropylene cloth rows and the rock blocks has strong anti-scouring performance, and the novel cofferdam structure under various soft covering layers ensures engineering safety, shortens construction period and saves engineering cost.
In order to realize the technical characteristics, the purpose of the utility model is realized as follows: the novel cofferdam structure under the soft covering layer comprises a bottom covering layer arranged at the bottom of the whole cofferdam, wherein a water facing surface dike is arranged on the water facing side of the top of the bottom covering layer, and a water backing surface dike is arranged on the water backing side; the dam body underwater partial filling area is formed by filling the space between the upstream face dike and the back face dike; the upstream face dike, the weir underwater partial filling area and the backwater face dike are provided with weir body upstream face protection slopes on the upstream side of the top, and the weir body upstream face protection slopes on the backwater side; a weir body water upper part filling area is formed between the weir body water upstream surface protection slope and the weir body water back surface protection slope in a filling way; a cofferdam top protecting structure is arranged at the top of the water partial filling area of the weir body; an anti-seepage structure is arranged along the center of the cofferdam structure and penetrates through the bottom covering layer and the position of the underwater part filling area of the weir body; and a composite geomembrane layer is arranged at the top of the anti-seepage structure and penetrates through the center of the filling area of the overwater part of the weir body.
The bottom covering layer is of a two-layer structure or more than two-layer structure of a deep covering layer and a shallow covering layer, and the bottom covering layer is of a soft covering layer or a hard covering layer.
The soft covering layer adopts a soft soil covering layer or a sandy soil covering layer; the hard covering layer is a block stone covering layer or a mixed gravel covering layer.
The upstream face dike adopts a rock block dike, a sand bag filled dike or a combination of the two dikes.
The cofferdam top protection structure comprises a geotechnical cloth layer paved at the top of a filling area of the 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 upstream face of the upstream face hip is provided with an anti-impact rockfill body protecting bottom, a polypropylene fiber cloth layer is laid between the anti-impact rockfill body protecting bottom and the upstream face hip and bottom covering layer, and the upstream face of the upstream face hip is provided with a mixed gravel stone layer.
The weir body upstream surface protection slope on water and the weir body back surface protection slope on water both adopt a form of mould bag concrete protection slope or sand bag filled protection slope or a form of combination of the two.
The seepage-proofing structure adopts a plastic concrete seepage-proofing wall or adopts high-pressure spray grouting treatment, and can also adopt a composite geomembrane or a combination type of the plastic concrete seepage-proofing wall and the high-pressure spray grouting treatment;
the weir body underwater part filling area and the weir body water part filling area can adopt soft materials or hard materials.
The soft material is pulverized fine sand, coarse sand or soft soil; the hard material adopts block stone or mixed gravel material.
The utility model discloses there is following beneficial effect:
the utility model discloses the setting is in the face of water construction shipping pivot engineering, and to upper and middle trip cofferdams, the upstream face adopts the stone dike to advance to occupy the law and carry out the dike, and the surface of the back adopts and fills sand bag bank protection and replace the dike, and the upstream face adopts the mould bag concrete bank protection, and the surface of the back adopts and fills sand bag bank protection, and to low reaches cofferdam, the face of the face and the surface of the back all adopt and fill sand bag dike. The upstream surface and the downstream surface are both provided with sand-filled bag revetments. The upstream cofferdam and the midstream cofferdam adopt sand bag slope protection instead of dikes, the upstream cofferdam and the downstream cofferdam adopt sand bag dikes and sand bag slope protection, and sand of the sand bags comes from local materials, so that the problem that materials such as stone blocks and the like are lacked in a construction site is successfully solved. Other slope protection structures are compared with the mould bag concrete slope protection and the sand bag slope protection, and the mechanization of being convenient for, safe and reliable moreover use polypropylene fibre cloth row and piece stone as the scour prevention riprap body, and the scour prevention performance is strong, through the novel cofferdam structure of upper, middle and lower reaches different positions, constitutes holistic large-scale cofferdam structure. The utility model has the advantages of reduction of erection time, reduction engineering cost, guarantee engineering safety, have better application prospect in fields such as water conservancy, coast, dyke, water conservancy, bridge.
Drawings
The present invention will be further explained with reference to the drawings and examples.
Fig. 1 is a schematic diagram of a novel cofferdam structure under a soft covering layer when the seepage-proofing structure of the utility model adopts a plastic concrete seepage-proofing wall at the upstream and midstream sections of a river.
Fig. 2 is a schematic diagram of the novel cofferdam structure under the soft covering layer when the seepage-proofing structure adopts high-pressure jet grouting at the upstream and midstream sections of the river.
Fig. 3 is a schematic diagram of the novel cofferdam structure under the weak covering layer when the seepage-proofing structure adopts the plastic concrete seepage-proofing wall at the downstream section of the river.
Fig. 4 is a schematic diagram of the novel cofferdam structure under the soft covering layer when the seepage-proofing structure adopts high-pressure jet grouting at the downstream section of the river.
FIG. 5 is a schematic diagram of the novel cofferdam structure under the weak covering layer when the seepage-proofing structure of the utility model adopts a plastic concrete seepage-proofing wall and the upstream face adopts a filled sand bag dike at the upstream and midstream sections of the river.
FIG. 6 is a schematic diagram of the novel cofferdam structure under the weak covering layer when the seepage-proofing structure adopts high-pressure jet grouting and the upstream face adopts a filled sand bag dike at the upstream and midstream sections of the river.
Fig. 7 is the utility model discloses at river upper and midstream section, seepage prevention structure adopts compound geomembrane, and the upstream face adopts the rock dike, and the weir body adopts the sand bag of filling to fill, novel cofferdam structure sketch map under the weak overburden.
Figure 8 is a cross-sectional view of the scour protection rockfill bottom.
Fig. 9 is a sectional view of an upstream hip.
Fig. 10 is a schematic view of a molded bag concrete revetment.
Fig. 11 is a schematic view of sand bag filled revetment.
FIG. 12 is a schematic representation of the packing of mixed gravel material.
Fig. 13 is a schematic view of a plastic concrete diaphragm wall structure.
Fig. 14 is a schematic view of a high spray paddle configuration.
Fig. 15 is a schematic view of a cofferdam crest construction.
FIG. 16.1 is the construction of the upstream and midstream section of river and dike.
FIG. 16.2 is a schematic view of the construction of the downstream section of the river in the dike.
FIG. 16.3 is the construction diagram of the upstream and midstream sections of the river, the upstream face of which adopts a sand bag filled dike.
FIG. 16.4 is a schematic diagram of construction of an upstream section and a midstream section of a river, wherein the anti-seepage structure adopts a composite geomembrane, the water facing structure adopts a rock block dike, a weir body is filled by filling sand bags, and the dike is constructed.
Fig. 16.5 is a schematic view of the construction of the underwater part of the weir body when the seepage-proofing structure adopts a plastic concrete seepage-proofing wall at the upstream and midstream sections of the river.
Fig. 16.6 is a schematic view of the construction of the underwater part of the weir body when the seepage-proofing structure adopts high-pressure jet grouting at the upstream and midstream sections of the river.
Fig. 16.7 is a schematic view of the construction of the underwater part of the weir body when the seepage-proofing structure adopts a plastic concrete seepage-proofing wall at the downstream section of the river.
Fig. 16.8 is a schematic view of the construction of the underwater part of the weir body when the seepage-proofing structure adopts high-pressure jet grouting at the downstream section of the river.
FIG. 16.9 is the construction diagram of the underwater part of the weir body when the upstream and midstream sections of the river adopt plastic concrete impervious walls and the upstream face adopts a filled sand bag dike.
FIG. 16.10 is the construction diagram of the underwater part of the weir body when the upstream and midstream sections of the river and the river adopt high-pressure jet grouting for the seepage-proofing structure and a filled sand bag dike is adopted for the upstream face.
FIG. 16.11 is a schematic diagram of construction of underwater parts of a weir body, wherein the upstream and midstream sections of a river are constructed by adopting a composite geomembrane for an anti-seepage structure, a rock dike is adopted for water facing, a filling sand bag is adopted for filling the weir body.
Fig. 16.12 is a schematic view of the construction of the water part of the weir body on the upstream and midstream sections of the river.
Fig. 16.13 is a schematic view of the construction of the water part of the weir body at the downstream section of the river.
FIG. 16.14 is a schematic diagram of construction of the upper and middle sections of a river, the seepage-proofing structure adopts a composite geomembrane, the water facing adopts a rock dike, the weir body is filled with filling sand bags, and the water part of the weir body is constructed.
Fig. 16.15 is a schematic view of cofferdam bottom protection construction.
In the figure: the water surface embankment 1, the mixed gravel stone layer 2, the water surface embankment 3, the weir body underwater partial filling area 4, the seepage-proofing structure 5, the weir body water partial filling area 6, the composite geomembrane layer 7, the geotextile 8, the pebble cushion layer 9, the roller compacted concrete protective top 10, the weir body water surface protective slope 11, the weir body water surface protective slope 12, the polypropylene fiber cloth layer 13, the scour protection rockfill body protective bottom 14, the shallow layer covering layer 15 and the deep layer covering layer 16.
Detailed Description
The following describes embodiments of the present invention with reference to the accompanying drawings.
Example 1:
referring to fig. 1-15, the novel cofferdam structure under the weak covering layer comprises a bottom covering layer arranged at the bottom of the whole cofferdam, an upstream face dike 1 is arranged at the top upstream side of the bottom covering layer, and a downstream face dike 3 is arranged at the downstream side; a weir body underwater part filling area 4 is formed by filling the space between the upstream face dike 1 and the back face dike 3; the upstream side of the top of the upstream face dike 1, the weir body underwater part filling area 4 and the back face dike 3 is provided with a weir body upstream face protection slope 11, and the back side is provided with a weir body upstream face protection slope 12; a weir body water upper part filling area 6 is formed between the weir body water upstream surface protection slope 11 and the weir body water back surface protection slope 12; a cofferdam top protecting structure is arranged at the top of the weir body water part filling area 6; an anti-seepage structure 5 is arranged along the center of the cofferdam structure and penetrates through the bottom covering layer and the position of the underwater part filling area 4 of the weir body; and a composite geomembrane layer 7 is arranged on the top of the impervious structure 5 and penetrates through the center of the weir body water part filling area 6. The upstream cofferdam and the midstream cofferdam with the structure adopt filled sand bag revetments to replace prop dikes, the upstream cofferdam and the downstream cofferdam adopt filled sand bag revetments, and sandy soil in the filled sand bags comes from local sandy soil, so that the problem that materials such as stone blocks and the like are lacked in construction sites is successfully solved; adopt mould bag concrete bank protection and fill sand bag bank protection, compare other slope protection structures, the mechanized construction of being convenient for, safe and reliable moreover. The anti-scouring riprap body combined by the polypropylene cloth rows and the rock blocks has strong anti-scouring performance, and the novel cofferdam structure under various soft covering layers ensures engineering safety, shortens construction period and saves engineering cost.
Further, the bottom cover layer is of a two-layer structure or a multi-layer structure of a deep cover layer 16 and a shallow cover layer 15, and the bottom cover layer is of a soft cover layer or a hard cover layer.
Further, the soft covering layer is a soft soil covering layer or a sandy soil covering layer; the hard covering layer is a block stone covering layer or a mixed gravel covering layer.
Furthermore, the upstream face dike 1 adopts a rock dike, a sand bag filled dike or a combination of the two dikes.
Further, the cofferdam top protection structure comprises a geotechnical cloth layer 8 paved at the top of the water partial filling area 6 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.
Furthermore, the upstream face of the upstream face dike 1 is provided with an anti-impact rockfill body protecting bottom 14, a polypropylene cloth layer 13 is laid between the anti-impact rockfill body protecting bottom 14 and the upstream face dike 1 and a bottom covering layer, and the upstream face of the upstream face dike 1 is provided with a mixed gravel stone layer 2.
Further, the weir body upstream surface protection slope 11 and the weir body back surface protection slope 12 are both formed by molding bag concrete protection slopes or sand bag filled protection slopes, or a combination of the two.
Further, the seepage-proofing structure 5 adopts a plastic concrete seepage-proofing wall or adopts high-pressure spray grouting treatment, and can also adopt a composite geomembrane or a combination type of the plastic concrete seepage-proofing wall and the high-pressure spray grouting treatment.
Further, the weir underwater partial reclamation area 4 and the weir water partial reclamation area 6 may be made of a weak material or a hard material.
Further, the soft material is pulverized fine sand, coarse sand or soft soil; the hard material adopts block stone or mixed gravel material.
Fig. 16.1 ~ 16.15 is a construction flow chart of the novel cofferdam structure under the soft and weak covering layer, and referring to the figure, the construction steps are as follows:
the construction method of the novel cofferdam structure under any soft covering layer comprises the following steps:
step 1: construction of prop dam: for the upstream and midstream cofferdams, the upstream face dike 1 adopts a dump truck to transport materials to a construction part for discharging, the discharging adopts a forward occupation method, and the back face dike 3 adopts a filled sand bag dike; for the downstream cofferdam, the upstream face and the back face dikes are all filled with sand bag dikes;
step 2: constructing the underwater part of the weir body: for the upstream cofferdam and the midstream cofferdam, the cofferdam body filling adopts a method combining a hydraulic flushing filling method and a rolling method, when the advancing occupation of the upstream face berm 1 is finished, the mixed sand gravel material layer 2 is filled, the rear seepage-proofing structure 5 begins to follow the construction, and for the downstream cofferdam, after the filling of the sand bag berm is finished, the construction of the weir body underwater part filling area 4 and the seepage-proofing structure 5 is carried out;
step 3: constructing the water part of the weir body: firstly, cleaning the joint of the anti-seepage structure 5 and the composite geomembrane layer 7, and then laying the composite geomembrane layer 7, wherein the laying speed of the composite geomembrane layer 7 is adapted to the filling construction progress of the upper part filling area 6 of the weir body; then carrying out cofferdam slope protection construction, wherein the slope protection form of the cofferdam comprises a mould bag concrete slope protection and a sand bag filled slope protection, for the upstream cofferdam and the midstream cofferdam, the upstream face adopts the mould bag concrete slope protection, the downstream face adopts the sand bag filled slope protection, for the downstream cofferdam, the downstream face and the upstream face of the cofferdam both adopt the sand bag filled slope protection, the mould bag concrete slope protection is carried out by firstly laying a mould bag and then filling concrete, and the sand bag filled slope protection is carried out by firstly laying a polypropylene fiber cloth bag and then filling sand; finally, cofferdam top protection construction is carried out, wherein the top protection construction needs to be carried out by firstly paving the geotextile 8, then paving pebbles on the geotextile 8, and finally carrying out roller compaction concrete top protection 10;
step 4: cofferdam bottom protection construction: the cofferdam protecting bottom is constructed by combining an anti-impact rockfill protecting bottom 14 and a polypropylene cloth arranging layer 13, the polypropylene cloth arranging layer is made of geotextile polypropylene cloth, and then the rock blocks are well connected with the arrangement and simultaneously settled.
The above-mentioned embodiments are provided for explaining the present invention, and not for limiting the present invention, and any modifications and changes made to the present invention are within the spirit of the present invention and the scope of the claims and fall within the scope of the present invention.
Claims (8)
1. The novel cofferdam structure under the weak covering layer is characterized by comprising 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 a upstream face dike (1), and the downstream side is provided with a downstream face dike (3); a weir body underwater partial filling area (4) is formed by filling between the upstream face dike (1) and the back face dike (3); the upstream face dike (1), the weir underwater partial filling area (4) and the backwater face dike (3) are provided with a weir body upstream face protection slope (11) on the upstream side of the top, and a weir body upstream face protection slope (12) on the backwater side; a weir body water upper water upstream surface protection slope (11) and a weir body water back surface protection slope (12) are filled to form a weir body water partial filling area (6); a cofferdam top protecting structure is arranged at the top of the weir body water part filling area (6); an anti-seepage structure (5) is arranged along the center of the cofferdam structure and penetrates through the bottom covering layer and the position of the underwater part filling area (4) of the weir body; a composite geomembrane layer (7) is arranged at the top of the anti-seepage structure (5) and penetrates through the center of the filling area (6) of the water part of the weir body.
2. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the bottom covering layer adopts a two-layer structure or a structure with more covering layers of a deep covering layer (16) and a shallow covering layer (15), and the bottom covering layer adopts a soft covering layer or a hard covering layer.
3. Novel cofferdam structure under soft cover according to claim 2, characterized in that: the soft covering layer adopts a soft soil covering layer or a sandy soil covering layer; the hard covering layer is a block stone covering layer or a mixed gravel covering layer.
4. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the upstream face dike (1) adopts a rock dike, or adopts a filled sand bag dike, or a combination of the two dikes.
5. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the cofferdam top protection structure comprises a geotechnical cloth layer (8) paved at the top of a water part filling area (6) 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).
6. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the upstream face of the upstream face dike (1) is provided with an anti-impact rockfill body protecting bottom (14), a polypropylene fabric layer (13) is laid between the anti-impact rockfill body protecting bottom (14) and the upstream face dike (1) and a bottom covering layer, and the upstream face of the upstream face dike (1) is provided with a mixed gravel stone layer (2).
7. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the weir body upstream surface protection slope (11) and the weir body back surface protection slope (12) both adopt a form of mould bag concrete protection slope or sand bag filled protection slope or a form of combination of the two.
8. Novel cofferdam structure under soft cover according to claim 1, characterized in that: the seepage-proofing structure (5) adopts a plastic concrete seepage-proofing wall or adopts high-pressure spray grouting treatment, or adopts a composite geomembrane, or a combination type of the plastic concrete seepage-proofing wall and the high-pressure spray grouting treatment;
the weir body underwater part filling area (4) and the weir body water part filling area (6) can be made of weak materials or hard materials.
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| CN201920141858.8U CN209816885U (en) | 2019-01-25 | 2019-01-25 | Novel cofferdam structure under soft covering layer |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109629585A (en) * | 2019-01-25 | 2019-04-16 | 三峡大学 | Novel cofferdam structure and construction method under soft overburden |
| CN111305240A (en) * | 2020-03-02 | 2020-06-19 | 中铁第一勘察设计院集团有限公司 | Cofferdam retaining and protecting structure for coastal soft soil hydraulic reclamation and construction method thereof |
| CN113136883A (en) * | 2021-05-25 | 2021-07-20 | 中交第四航务工程局有限公司 | Open sea cofferdam and construction method thereof |
| WO2023029782A1 (en) * | 2022-07-19 | 2023-03-09 | 中交第一航务工程局有限公司 | Anti-seepage embankment and construction process |
-
2019
- 2019-01-25 CN CN201920141858.8U patent/CN209816885U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109629585A (en) * | 2019-01-25 | 2019-04-16 | 三峡大学 | Novel cofferdam structure and construction method under soft overburden |
| CN109629585B (en) * | 2019-01-25 | 2024-03-12 | 三峡大学 | Novel cofferdam structure under weak covering layer and construction method |
| CN111305240A (en) * | 2020-03-02 | 2020-06-19 | 中铁第一勘察设计院集团有限公司 | Cofferdam retaining and protecting structure for coastal soft soil hydraulic reclamation and construction method thereof |
| CN113136883A (en) * | 2021-05-25 | 2021-07-20 | 中交第四航务工程局有限公司 | Open sea cofferdam and construction method thereof |
| WO2023029782A1 (en) * | 2022-07-19 | 2023-03-09 | 中交第一航务工程局有限公司 | Anti-seepage embankment and construction process |
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