CN219033261U - Shallow sea mountain-climbing stone ballast cofferdam structure - Google Patents
Shallow sea mountain-climbing stone ballast cofferdam structure Download PDFInfo
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- CN219033261U CN219033261U CN202222635435.6U CN202222635435U CN219033261U CN 219033261 U CN219033261 U CN 219033261U CN 202222635435 U CN202222635435 U CN 202222635435U CN 219033261 U CN219033261 U CN 219033261U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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Abstract
The utility model provides a shallow sea mountain-climbing stone cofferdam structure, which comprises a breakwater and a mountain-climbing stone matrix, wherein the breakwater is provided with an inverted filter layer; the mountain-cutting stone substrate comprises a drilling hole, a grouting pipe and a seepage-cut wall; the upper end of the drill hole is provided with a hole sealing cement layer; the grouting pipe is positioned in the drill hole, the upper end of the grouting pipe is flush with the upper end of the mountain-climbing ballast matrix, and the lower end of the grouting pipe extends into the original mud surface; the grouting pipe is provided with a grouting hole, and the grouting pipe is sealed by geotechnical cloth; the cut-off wall is positioned at the slurry outlet of the grouting pipe. According to the shallow sea mountain-climbing stone cofferdam structure, the existing breakwater is utilized, mountain-climbing stone is piled up, holes are drilled, grouting pipes are buried in the holes, grouting is conducted to form a waterproof rigid seepage-proofing wall with a certain thickness, and a geotechnical cloth layer and two stone layers are arranged on the breakwater to serve as inverted filter layers, so that seepage-proofing effects are improved.
Description
Technical Field
The utility model relates to the technical field of hydraulic engineering, in particular to a shallow sea mountain-climbing ballast cofferdam structure.
Background
When hydraulic engineering is built, the working environment of construction equipment needs to be drained, so that the construction of the temporary water retaining structure is particularly important. Most hydraulic engineering adopts cofferdam as temporary water retaining structure. Common marine cofferdams are in the forms of a block stone cofferdam, an open mountain ballast cofferdam, a bagged sand arris cofferdam and the like, but the cofferdams in the forms are high in water permeability and affected by tidal waves, so that the water body in the cofferdam is high in fluidity. Therefore, there is a need to improve the permeability resistance of marine cofferdams.
Some prior art provides cofferdam structures possibly used for improving permeability resistance of marine cofferdam, for example, CN215888297U discloses a cofferdam structure with stable seepage prevention, which comprises a cofferdam foundation, a banquet and a cofferdam main body, wherein the banquet and the cofferdam main body are sequentially arranged from upstream surface to downstream surface, the banquet is filled on the cofferdam foundation, the cofferdam main body is filled on the banquet and the cofferdam foundation, sand cushions are paved on the upstream surfaces of the banquet and the cofferdam main body, and a mould bag concrete slope protection is paved outside the sand cushions; the inner part of the dike is provided with a seepage wall, the inner part of the cofferdam main body is embedded with a composite geomembrane, and the lower end of the composite geomembrane is poured and connected with the upper end of the seepage wall; the dam supporting structure and the seepage-proofing stable cofferdam structure are trapezoid bodies, the method does not use the existing dam structure, the whole cofferdam is newly built, the structure is complex, and building materials are consumed; CN112030870a discloses a reinforced river levee with construction waste under sandy soil, comprising a river levee body rammed by sandy soil and a cement concrete layer poured on the surface of the river levee body, wherein a modified waterproof layer is arranged between the upstream surface of the cement concrete layer and the river levee body, the modified waterproof layer is formed by mixing collapsible loess, quicklime, cement, fine-particle construction waste with the particle size of not more than 10mm and medium-particle construction waste with the particle size of 15-30mm according to the mass ratio of 1.5:1:3.5:2.5:1.5, the method takes the river levee as a main body, and a seepage wall is arranged on the river levee and the upstream surface of the river levee, and a large amount of concrete and other construction materials are needed.
Therefore, the structure of the marine cofferdam needs to be adjusted and optimized, the use of bulk materials is reduced, and the permeability resistance of the cofferdam is improved.
Disclosure of Invention
In order to solve the problems existing in the prior art, the utility model provides the following technical scheme:
the shallow sea mountain-climbing stone cofferdam structure comprises a breakwater and a mountain-climbing stone matrix, wherein the breakwater is provided with an inverted filter layer;
the mountain-cutting stone substrate comprises a drilling hole, a grouting pipe and a seepage-cut wall;
the upper end of the drill hole is provided with a hole sealing cement layer;
the grouting pipe is positioned in the drill hole, the upper end of the grouting pipe is flush with the upper end of the mountain-climbing ballast matrix, and the lower end of the grouting pipe extends into the original mud surface;
the grouting pipe is provided with a grouting hole, and the grouting pipe is sealed by geotechnical cloth;
the cut-off wall is positioned at the slurry outlet of the grouting pipe.
Further, the grouting pipe is provided with a grouting hole, specifically,
grouting holes are arranged at intervals of 0.8-1.2 m in the grouting pipe.
Further, the drill holes are arranged in a multi-row array,
the distance between the holes drilled in the row is 0.8-1.2 m;
the row spacing is 0.7-1.0 m.
Further, the drill holes are arranged in two rows and are arranged in a quincuncial manner.
Further, the first row of boreholes is 0.8 to 1.0m from the breakwater.
Further, the thickness of the hole sealing cement layer is 0.5-1.0 m.
Further, the inverted filter comprises a geotechnical cloth layer and two stone layers which are sequentially arranged from bottom to top.
Further, the drilling holes and the grouting pipes are vertically arranged,
the borehole and the grouting pipe are not in contact.
Further, the lower end of the grouting pipe extends to 0.5-1.0 m of the raw mud surface.
Compared with the prior art, the utility model has the following beneficial effects:
(1) According to the shallow sea mountain-climbing stone cofferdam structure, the existing breakwater is utilized, mountain-climbing stone is piled up, holes are drilled, grouting pipes with grouting holes are buried in the drilled holes, grouting is conducted to form a waterproof rigid seepage-proofing wall with a certain thickness, and a geotechnical cloth layer and two stone layers are arranged on the breakwater to serve as inverted filter layers, so that seepage-proofing effects are improved.
(2) In the shallow sea mountain-climbing stone cofferdam structure provided by the utility model, the gap at the junction of mountain-climbing stone can be reduced and the compactness of the cofferdam structure is enhanced through the diffusion effect of the cement slurry and the water glass grouting during the solidification of the formed cut-off wall.
Additional features and advantages of the utility model will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the utility model. The objectives and other advantages of the utility model may be realized and attained by the structure particularly pointed out in the written description and drawings.
Drawings
In order to more clearly illustrate the embodiments of the present utility model or the technical solutions of the prior art, the following description will briefly explain the drawings used in the embodiments or the description of the prior art, and it is obvious that the drawings in the following description are some embodiments of the present utility model, and other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 shows a schematic view of a shallow sea mountain ballast cofferdam structure in an embodiment of the present utility model;
FIG. 2 illustrates a preferred arrangement of boreholes in an embodiment of the utility model;
figure 3 shows a cross-sectional view of a shallow sea mountain ballast cofferdam structure in an embodiment of the present utility model.
Reference numerals illustrate:
1. a breakwater; 2. a mountain-climbing stone substrate; 3. geotechnical cloth layer; 4. two stone layers; 5. raw mud surface; 6. sealing the hole cement layer; 7. drilling holes; 8. and (5) a pulp outlet hole.
Detailed Description
The following description of the embodiments of the present utility model will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present utility model, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
In one embodiment of the utility model, a shallow sea mountain-climbing stone cofferdam structure is provided, and the structure schematic diagram of the shallow sea mountain-climbing stone cofferdam is shown in figure 1, and comprises a breakwater 1 and a mountain-climbing stone matrix 2;
the breakwater 1 is provided with an inverted filter layer, and the inverted filter layer comprises a geotechnical cloth layer 3 and two stone layers 4 which are sequentially arranged from bottom to top;
the mountain-cutting ballast matrix 2 comprises a drilling hole 7, a grouting pipe and a seepage-proofing wall;
the upper end of the drilling hole 7 is provided with a hole sealing cement layer 6;
the grouting pipe is positioned in the drilling hole 7, the upper end of the grouting pipe is flush with the upper end of the mountain-climbing ballast matrix 2, and the lower end of the grouting pipe extends into the original mud surface 5;
the grouting pipe is provided with a grouting hole 8, and the grouting pipe is sealed by geotechnical cloth;
the cut wall formed by grouting according to the grouting pipe is positioned at the grouting hole 8 of the grouting pipe.
Specifically, the drill hole 7 and the grouting pipe are vertically arranged, and the drill hole 7 and the grouting pipe are not in contact.
Specifically, the drill holes 7 are arranged in a plurality of rows in an array, and the distance between the drill holes 7 in the rows is 0.8-1.2 m; the row spacing is 0.7-1.0 m. Fig. 2 shows a preferred arrangement of the bores 7, the bores 7 being arranged in two rows, in a quincuncial arrangement, the first row being provided with seven bores 7 and the second row being provided with six bores 7, the bores 7 being at a distance of 1.00m in each row; the first row and the second row are spaced apart by 0.80m. In particular, of the boreholes of the quincuncial arrangement, the first row of boreholes 7 (the row close to breakwater 1) is 0.8-1.0 m, preferably 0.8m, from the breakwater.
Specifically, fig. 3 shows a cross-sectional view of a shallow sea mountain ballast cofferdam structure, with a grouting pipe disposed in the borehole 7, the upper end of the grouting pipe being flush with the upper end of the mountain ballast base 2, and the lower end of the grouting pipe extending into the raw mud surface 5. Specifically, the lower end of the grouting pipe extends to 0.5-1.0 m, preferably 1.0m, of the raw mud surface 5; the grouting pipe interval is 0.8-1.2 m and is provided with a grouting hole 8, and preferably, the grouting pipe interval is 0.8m and is provided with a grouting hole 8.
Specifically, the thickness of the hole sealing cement layer 6 provided at the upper end of the drill hole 7 is 0.5 to 1.0m, and preferably, the thickness of the hole sealing cement layer 6 is 1.0m.
The grouting pipe used in the embodiment is a DN25 iron pipe, and the actual grouting pipe can be selected from a DN25 iron pipe, a PC pipe and the like.
The construction method of the shallow sea mountain-climbing stone cofferdam structure comprises the following steps:
s1 preparation for construction
1. Preparing an operation platform: the method comprises the steps of arranging a geotechnical cloth layer 3 and two stone layers 4 on the wave-facing surface of a breakwater 1 as an inverted filter layer, and then pushing and filling mountain ballast until the design width is reached to form a mountain ballast matrix 2 so as to facilitate the construction of a drilling hole 7, and further performing double-liquid grouting to form a continuous cut-off wall;
2. material preparation: enough PO 42.5 ordinary Portland cement and water glass with the modulus between 2.4 and 3.2 and the concentration not less than 40 DEG Be are reserved on site.
S2 drilling construction
1. Drilling 7 of grouting holes is performed on the mountain-formed ballast substrate 2, the grouting holes are performed strictly following grouting procedures, the grouting holes are performed in a sequence and section mode, and two-sequence drilling 7 is adopted for construction; firstly, carrying out construction of a row of holes 7, and then carrying out construction of a row of holes 7 to finish drilling;
2. taking DN25 iron pipes with diameters smaller than the diameters of the drilling holes 7 as grouting pipes, drilling a grouting hole 8 at each interval of 1m, binding and sealing the grouting pipes drilled with the grouting holes 8 by geotextile, burying the grouting pipes into the mountain-climbing stone ballast base body 2 of the drilling holes 7 drilled in the step 1, and after the grouting pipes are buried, sealing and compacting the holes in order to ensure that the grouting holes are sealed, and mixing and plugging the holes with cement slurry and water glass for 0.5-1.0 m.
S3 grouting construction
Cement slurry and water glass are poured, wherein one pump is filled with cement slurry, and the other pump is filled with water glass. And (3) constructing in two orders, wherein the first row of holes and the second row of holes are mutually spaced. When in construction, the first row of holes is firstly filled, and then the second row of holes is constructed after the construction is completed. To avoid long-time bottom pressure grouting, when the pressure is difficult to raise, grouting is performed by adjusting the proportion of double liquid or replacing holes by intervals.
Construction mixing ratio: the cement slurry water-cement ratio is selected to be 0.5:1-1:1; the volume ratio of the cement slurry to the water glass slurry is 1:0.1-1:1;
grouting pressure: grouting pressure is controlled, the first row of holes is controlled to be 1.0-2.0 MPa, and the second row of holes is controlled to be 1.5-2.8 MPa.
Stop pulp standard: under the maximum design pressure of the grouting section, the injection rate is not more than 5L/min, grouting is continued for 10min, and grouting can be finished; if the slurry is not initially set and the slurry is re-set after grouting is completed, the slurry must be re-grouted until the requirement is met.
The design concept of the utility model is as follows: the original breakwater 1 is insufficient in width to provide a working surface for double-liquid grouting, and the working area of the breakwater 1 is widened by using mountain-opening ballast. The geotechnical cloth layer 3 and the two stone layers 4 are arranged on the wave-facing surface of the breakwater 1 to serve as inverted filter layers, and mountain stones are pushed and filled to the designed width. Drilling construction is carried out on the mountain-cutting ballast matrix 2 to obtain a drilling hole 7, a grouting pipe with a grout outlet hole 8 is buried, cement grout and water glass grouting are carried out, the cement grout and the water glass grout are quickly fused and injected into the mountain-cutting ballast cofferdam, and the two solutions are quickly diffused in the mountain-cutting ballast gaps and are chemically reacted and solidified, so that a rigid seepage interception wall with a certain thickness is formed with loose mountain-cutting ballast, and a shallow sea mountain-cutting ballast cofferdam structure is formed, so that the seepage interception effect is achieved.
In summary, the shallow sea mountain-climbing stone cofferdam structure of the utility model utilizes the existing breakwater 1, drills holes after mountain-climbing stone is piled up, embeds a grouting pipe with a grouting hole 8 into the drilled holes 7, forms a waterproof rigid seepage-proofing wall with a certain thickness by grouting, and also arranges a geotechnical cloth layer 3 and two stone layers 4 on the breakwater 1 as a back filtering layer, thereby improving the seepage-proofing effect; the diffusion effect of the cement slurry and the water glass grouting during solidification of the formed cut-off wall reduces the gap at the junction of the mountain-climbing stones and enhances the compactness of the cofferdam structure.
Finally, it should be noted that: the foregoing description is only illustrative of the preferred embodiments of the present utility model, and although the present utility model has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described, or equivalents may be substituted for elements thereof, and any modifications, equivalents, improvements or changes may be made without departing from the spirit and principles of the present utility model.
Claims (9)
1. The shallow sea mountain-climbing stone ballast cofferdam structure comprises a breakwater (1) and a mountain-climbing stone ballast matrix (2), and is characterized in that the breakwater (1) is provided with an inverted filter layer;
the mountain-cutting ballast matrix (2) comprises a drilling hole (7), a grouting pipe and a seepage-cutting wall;
the upper end of the drilling hole (7) is provided with a hole sealing cement layer (6);
the grouting pipe is positioned in the drill hole (7), the upper end of the grouting pipe is flush with the upper end of the mountain-climbing stone substrate (2), and the lower end of the grouting pipe extends into the original mud surface (5);
the grouting pipe is provided with a grouting hole (8), and the grouting pipe is sealed by geotextile;
the cut-off wall is positioned at a slurry outlet hole (8) of the grouting pipe.
2. Shallow sea mountain ballast cofferdam structure as in claim 1, characterized in that the grouting pipe is provided with grout outlet holes (8) in particular,
grouting pipes are provided with grouting holes (8) at intervals of 0.8-1.2 m.
3. Shallow sea mountain ballast cofferdam structure as in claim 1, wherein the drill holes (7) are arranged in a multi-row array,
the distance between the row internal drilling holes (7) is 0.8-1.2 m;
the row spacing is 0.7-1.0 m.
4. A shallow sea mountain ballast cofferdam structure as in claim 3, wherein said holes (7) are arranged in two rows, exhibiting a quincuncial arrangement.
5. Shallow sea mountain ballast cofferdam structure as claimed in claim 4, wherein the first row of holes (7) is 0.8-1.0 m from the breakwater (1).
6. Shallow sea mountain ballast cofferdam structure as in claim 1, characterized in that the thickness of the hole sealing cement layer (6) is 0.5-1.0 m.
7. The shallow sea mountain ballast cofferdam structure of claim 1, wherein the inverted filter comprises a geotechnical cloth layer (3) and two stone layers (4) which are sequentially arranged from bottom to top.
8. Shallow sea mountain ballast cofferdam structure as claimed in any one of claims 1-7, wherein the drilling holes (7) and the grouting pipe are vertically arranged,
the bore (7) and the grouting pipe are not in contact.
9. The shallow sea mountain ballast cofferdam structure of claim 8, wherein the lower end of the grouting pipe extends to 0.5-1.0 m in the raw mud surface (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222635435.6U CN219033261U (en) | 2022-10-08 | 2022-10-08 | Shallow sea mountain-climbing stone ballast cofferdam structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222635435.6U CN219033261U (en) | 2022-10-08 | 2022-10-08 | Shallow sea mountain-climbing stone ballast cofferdam structure |
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| Publication Number | Publication Date |
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| CN219033261U true CN219033261U (en) | 2023-05-16 |
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| CN202222635435.6U Active CN219033261U (en) | 2022-10-08 | 2022-10-08 | Shallow sea mountain-climbing stone ballast cofferdam structure |
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