CN117306450A - Skin-pasting type flexible revetment and construction method thereof - Google Patents
Skin-pasting type flexible revetment and construction method thereof Download PDFInfo
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- CN117306450A CN117306450A CN202311274285.3A CN202311274285A CN117306450A CN 117306450 A CN117306450 A CN 117306450A CN 202311274285 A CN202311274285 A CN 202311274285A CN 117306450 A CN117306450 A CN 117306450A
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- 238000010276 construction Methods 0.000 title claims abstract description 17
- 239000004575 stone Substances 0.000 claims abstract description 89
- 239000004576 sand Substances 0.000 claims abstract description 88
- 239000011178 precast concrete Substances 0.000 claims abstract description 15
- 230000001681 protective effect Effects 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims abstract description 6
- 239000010410 layer Substances 0.000 claims description 96
- 239000004567 concrete Substances 0.000 claims description 46
- 239000004746 geotextile Substances 0.000 claims description 45
- 238000004873 anchoring Methods 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 238000007789 sealing Methods 0.000 claims description 12
- 239000002344 surface layer Substances 0.000 claims description 10
- 238000007664 blowing Methods 0.000 claims description 7
- 238000007667 floating Methods 0.000 claims description 5
- 230000007123 defense Effects 0.000 claims description 3
- 229920000728 polyester Polymers 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 230000036555 skin type Effects 0.000 claims 4
- 230000001174 ascending effect Effects 0.000 claims 1
- 230000000630 rising effect Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004745 nonwoven fabric Substances 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/066—Quays
-
- 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
-
- 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
- E02B3/121—Devices for applying linings on banks or the water bottom
-
- 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
- E02B3/14—Preformed blocks or slabs for forming essentially continuous surfaces; Arrangements thereof
-
- 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
- E02B3/18—Reclamation of land from water or marshes
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
Abstract
The invention provides a veneer-type flexible revetment and a construction method thereof, wherein the veneer-type flexible revetment comprises a hydraulic filling sand slope formed by hydraulic filling, second gravel cushion layers are arranged on two sides or one side surface of the hydraulic filling sand slope surface, a protective stone layer and a surface block stone layer are sequentially paved on the outer surface of the second gravel cushion layers, and precast concrete blocks are paved on the outer surface of the surface block stone layer. The method has the advantages that a large amount of stone blocks are not needed, stones are saved, the hydraulic filling boundary is accurately found through inverting the balance gradient, the hydraulic filling total amount is saved, and the hydraulic filling precision is improved.
Description
Technical Field
The invention relates to the technical field of port construction, in particular to a veneer type flexible revetment and a construction method thereof.
Background
In the existing artificial island construction engineering, stone throwing is often carried out at the boundary of the artificial island, the embankment core stone, the cushion layer stone and the surface layer stone form a rigid revetment, the requirement on stone is relatively high, and stone is required to be transported from a far place in a region lacking the stone, so that the construction cost is high.
Disclosure of Invention
The invention mainly aims to provide a veneer type flexible revetment and a construction method thereof, which solve the problems that stone is required to be transported from a far place and construction cost is high for areas lacking in stone.
In order to solve the technical problems, the invention adopts the following technical scheme: the utility model provides a flexible shore protection of veneer, includes the hydraulic reclamation sand slope that forms through hydraulic reclamation, and hydraulic reclamation sand slope both sides or one side surface are equipped with the second rubble bed course, and the second rubble bed course surface has laid the stone layer of the dagger and has laid the face layer block stone layer in proper order, and the precast concrete square is laid to face layer block stone layer external surface.
In the preferred scheme, a base groove is arranged at the bottom of a hydraulic filling sand slope, a sand cushion layer is arranged in the base groove, the upper surface of the sand cushion layer is flush with the water bottom, a first broken stone cushion layer is paved on the sand cushion layer, the hydraulic filling sand slope is arranged on the first broken stone cushion layer, and the first broken stone cushion layer is covered on the whole surface;
geotextile is arranged between the hydraulic filling sand slope surface and the second broken stone cushion layer.
In the preferred scheme, a plurality of anchoring pieces are also arranged, one end of each anchoring piece is provided with a conical end cover, the middle part of the concave part of each end cover is provided with an elongated anchor rod, and the end part of each anchor rod is provided with a shearing end part;
the anchor rod end penetrates through the sand cushion layer to penetrate deep to the bottom of the shore, the hydraulic reclamation sand slope covers the anchor, and the end cover is arranged inside the hydraulic reclamation sand slope.
In the preferred scheme, the top of the hydraulic reclamation sand slope is provided with an underwater concrete block, two ends of the underwater concrete block are connected with the top of the precast concrete block, and a concrete sealing block is poured on the upper part of the underwater concrete block.
In the preferred scheme, a plurality of anchoring steel bars are arranged on the underwater concrete block, and the concrete sealing block and the anchoring steel bars are poured together.
The method comprises the following steps:
s1, before the construction of the hydraulic filling sand slope, a physical model test is carried out to determine a preliminary balance gradient, during the primary hydraulic filling, a hydraulic filling boundary is calculated according to the balance gradient, the hydraulic filling sand slope boundary is compared with a designed sand slope boundary, the actual balance gradient is calculated reversely, and the hydraulic filling boundary is adjusted to ensure that over-blowing or under-blowing does not occur;
s2, firstly, excavating a foundation trench at the bottom, paving a sand cushion layer in the foundation trench, paving a first broken stone cushion layer above the sand cushion layer, and installing a plurality of anchoring pieces on the first broken stone cushion layer by adopting hoisting equipment;
s3, measuring the distance between the boundary and the designed boundary after hydraulic filling according to the preset balance gradient hydraulic filling sand slope, reversely calculating the actual balance gradient, adjusting the hydraulic filling boundary, starting hydraulic filling sand slope construction by using the dredging ship, and repairing the slope after hydraulic filling is finished;
wherein, the dredged sand slope is dredged and filled by a dredging ship and is positioned in the revetment
S4, paving geotextiles on the two sides or one side surface of the hydraulic filling sand slope surface, wherein the geotextile is made of non-woven polyester geotextile, adjacent geotextiles are required to be lapped when paving, the transverse lapping width is not less than 1.0m, the underwater geotextile is not allowed to be overturned and folded, and sand bags are used for pressing the geotextile surface in the geotextile paving process; before the geotextile is paved, checking whether the geotextile is damaged or not, and if the geotextile is found to be damaged, timely replacing the geotextile;
s5, immediately constructing the second broken stone cushion layer after the geotextile passes inspection and acceptance, and avoiding flushing and damaging the hydraulic filling sand slope and geotextile by rising and falling tide;
paving a guard stone layer on the surface of the second broken stone cushion layer, arranging positioning stones at the root foot position and the root foot end part of the guard stone layer, connecting the positioning stones with floating balls through elastic plastic ropes, and performing slope control according to multiple modes of positioning underwater floats, positioning water uphill ratio guide frames, positioning steel bar defense lines and the like;
the second broken stone cushion layer and the protective stone layer are paved through a paving barge, a crane and a plurality of paving conveying belts are arranged on the paving barge, and the second broken stone cushion layer and the protective stone layer are paved;
s6, paving a surface layer block stone layer by using a paving barge according to the positioning of the floats, and mounting a precast concrete block by using a crane of the paving barge after the surface layer block stone layer is paved;
s7, pouring an underwater concrete block on the top of the hydraulic filling sand slope by using a pump on a laying barge, wherein the lower surface of the underwater concrete block is combined with the top of the precast concrete square block, and the second broken stone cushion layer, the guard stone layer and the surface layer block layer are combined with each other;
s8, after the pouring of the underwater concrete block is finished, pouring concrete sealing blocks through anchoring steel bars on the underwater concrete block, installing a measuring template on two sides of the underwater concrete block through the anchoring steel bars, installing a water retaining template on the anchoring steel bars in the middle of the underwater concrete block after the pouring of the concrete sealing blocks is finished, and pouring a water retaining wall.
The invention provides a veneer-type flexible revetment and a construction method thereof, which do not need a large amount of stone blocks, save stones, accurately find a hydraulic filling boundary through inverting the balance gradient, save the total hydraulic filling amount and improve the hydraulic filling precision.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a schematic illustration of a blow-fill sand slope of the present invention;
FIG. 2 is a schematic cross-sectional view of a blow-fill sand slope construction of the present invention;
FIG. 3 is a schematic diagram of a cross-sectional view of a blow-filled sand hill of the present invention;
FIG. 4 is a schematic illustration of the positioning of a floating ball according to the present invention.
In the figure: a dredging vessel 1; a sand slope 2 is filled by blowing; a sand cushion 3; a first gravel pad 4; an anchor 5; paving a barge 6; a second gravel pad 7; a guard stone layer 8; a facing block layer 9; precast concrete dice 10; an underwater concrete block 11; a test template 12; a soil-mixing block 13; a water deflector template 14; a floating ball 15; an elastic plastic rope 16; the stone 17 is positioned.
Detailed Description
Example 1
As shown in fig. 1 to 4, a flexible revetment of veneer type, include the hydraulic reclamation sand slope 2 that forms through hydraulic reclamation, hydraulic reclamation sand slope 2 domatic both sides or one side surface are equipped with second rubble bed course 7, and the surface of second rubble bed course 7 has laid in proper order and has protected the stone layer 8 and has been faced the layer block stone layer 9, and precast concrete square 10 is laid to the surface of face layer block stone layer 9.
The dredged sand slope 2 is dredged and filled by adopting a dredging ship 1 and is positioned in the revetment;
the geotextile is paved on the slope surface of the hydraulic reclamation sand slope 2;
the second broken stone cushion layer 7 is paved on geotextile of the hydraulic reclamation sand slope 1;
the protective layer 8 is paved on the slope of the second broken stone cushion layer 7;
the precast concrete dice 10 are arranged on the slope of the facing block stone layer 9.
Geotextile is arranged between the slope surface of the hydraulic reclamation sand slope 2 and the second broken stone cushion layer 7.
In the preferred scheme, a base groove is arranged at the bottom of a hydraulic reclamation sand slope 2, a sand cushion layer 3 is arranged in the base groove, the upper surface of the sand cushion layer 3 is flush with the water bottom, a first broken stone cushion layer 4 is paved on the sand cushion layer 3, the hydraulic reclamation sand slope 2 is arranged on the first broken stone cushion layer 4, and the first broken stone cushion layer 4 is covered on the whole surface; geotextile is arranged between the slope surface of the hydraulic reclamation sand slope 2 and the second broken stone cushion layer 7. The overall stability is enhanced, and the technical effect of deposition does not occur on the hydraulic reclamation sand slope 2.
In the preferred scheme, a plurality of anchoring pieces 5 are also arranged, one end of each anchoring piece 5 is provided with a conical end cover, the middle part of the concave part of each end cover is provided with an elongated anchor rod, and the end part of each anchor rod is provided with a shearing end part; anchor 5 stock tip passes sand bed course 3 and goes deep to the shore bottom, and hydraulic reclamation sand slope 2 covers at anchor 5, and the end cover sets up in hydraulic reclamation sand slope 2 inside. The anchoring piece 5 stabilizes the integral position and prevents the displacement of the hydraulic reclamation sand slope 2.
In the preferred scheme, the top of the hydraulic reclamation sand slope 2 is provided with an underwater concrete block 11, two ends of the underwater concrete block 11 are connected with the top of a precast concrete square 10, and a concrete sealing block 13 is poured on the upper part of the underwater concrete block 11. The underwater concrete blocks 11 increase the cohesiveness of the top of the blow-fill sand slope 2. The reclamation sand slope 2 is stabilized.
In the preferred scheme, a plurality of anchoring steel bars are arranged on the underwater concrete block 11, and the concrete sealing block 13 and the anchoring steel bars are poured together. For casting the concrete block 13.
Example 2
Further describing the embodiment 1, as shown in fig. 1-4, before the construction of the hydraulic reclamation sand slope 1, a physical model test is performed to determine a preliminary balance gradient, during the first hydraulic reclamation, a hydraulic reclamation boundary is calculated according to the balance gradient, and the hydraulic reclamation sand slope boundary is compared with a designed sand slope boundary, so that the actual balance gradient is calculated reversely, and the hydraulic reclamation boundary is adjusted to ensure that no over-blowing or under-blowing occurs.
Firstly, a foundation trench is excavated at the bottom, a sand cushion layer 3 is paved in the foundation trench, a first stone cushion layer 4 is paved above the sand cushion layer 3, and a plurality of anchoring pieces 5 are installed on the first stone cushion layer 4 by adopting hoisting equipment.
And then measuring the distance between the boundary after hydraulic filling and the designed boundary according to the preset balance gradient hydraulic filling sand slope, reversely calculating the actual balance gradient, adjusting the hydraulic filling boundary, starting to construct the hydraulic filling sand slope 2 by using the dredging ship 1, and repairing the slope after hydraulic filling is finished.
Wherein, the dredged sand slope 1 adopts a dredging ship to carry out dredged filling and is positioned in the revetment
Geotextile is paved on two sides or one side surface of the slope surface of the hydraulic reclamation sand slope 1, the geotextile material is non-woven fabrics polyester geotextile, adjacent geotextile needs to be lapped when paving, the transverse lapping width is not less than 1.0m, the underwater geotextile is not allowed to be overturned and folded, and sand bags are used for pressing the geotextile surface in the geotextile paving process. Before the geotextile is paved, checking whether the geotextile is damaged or not, and if the geotextile is found to be damaged, timely replacing the geotextile.
The second broken stone cushion layer 7 is constructed immediately after the geotextile passes the acceptance, so that the hydraulic reclamation sand slope 1 and the geotextile are prevented from being scoured and damaged by rising and falling tide.
And a protective stone layer 8 is paved on the surface of the second broken stone cushion layer 7, positioning stones 17 are arranged at the root positions of the protective stone layer 8 and the end parts of the root feet, the positioning stones 17 are connected with floating balls 15 through elastic plastic ropes 16, and slope control is carried out in multiple modes such as positioning of underwater floats, positioning of water up slope ratio guide frames, positioning of steel bar defense lines and the like.
Wherein, the second gravel cushion layer 7 and the protective stone layer 8 are paved through a paving barge 6, and a crane and a plurality of paving conveyor belts are arranged on the paving barge 6 to pave the second gravel cushion layer 7 and the protective stone layer 8.
According to the positioning of the floats, paving the surface layer block stone layer 9 by using the paving barge 6, and after the surface layer block stone layer 9 is paved, installing the precast concrete blocks 10 by adopting a crane of the paving barge 6.
And pouring an underwater concrete block 11 on the top of the hydraulic reclamation sand slope 2 by using a pump on a paving barge 6, wherein the lower surface of the underwater concrete block 11 is combined with the tops of the second macadam cushion layer 7, the guard stone layer 8, the surface layer block layer 9 and the precast concrete square 10.
After the pouring of the underwater concrete block 11 is finished, the concrete sealing blocks 13 are poured through the anchoring steel bars on the underwater concrete block 11, the measuring templates 12 are arranged on the two sides of the underwater concrete block 11 through the anchoring steel bars, and after the pouring of the concrete sealing blocks 13 is finished, the water retaining templates 14 are arranged on the anchoring steel bars in the middle of the underwater concrete block 11, and a water retaining wall is poured.
The above embodiments are only preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the scope of the present invention should be defined by the claims, including the equivalents of the technical features in the claims. I.e., equivalent replacement modifications within the scope of this invention are also within the scope of the invention.
Claims (6)
1. A flexible shore protection of veneer type, characterized by: the concrete filling sand slope comprises a filling sand slope (2) formed through filling, wherein second broken stone cushion layers (7) are arranged on the surfaces of two sides or one side of a slope surface of the filling sand slope (2), a protective stone layer (8) and a surface block stone layer (9) are sequentially paved on the outer surfaces of the second broken stone cushion layers (7), and precast concrete blocks (10) are paved on the outer surfaces of the surface block stone layer (9).
2. A skin-type flexible revetment according to claim 1, wherein: a foundation groove is formed in the bottom of the hydraulic reclamation sand slope (2), a sand cushion layer (3) is arranged in the foundation groove, the upper surface of the sand cushion layer (3) is flush with the water bottom, a first broken stone cushion layer (4) is paved on the sand cushion layer (3), the hydraulic reclamation sand slope (2) is arranged on the first broken stone cushion layer (4), and the first broken stone cushion layer (4) is covered on the whole surface;
geotextile is arranged between the slope surface of the hydraulic reclamation sand slope (2) and the second broken stone cushion layer (7).
3. A skin-type flexible revetment according to claim 2, wherein: the device is also provided with a plurality of anchoring pieces (5), one end of each anchoring piece (5) is provided with a conical end cover, the middle part of the concave part of each end cover is provided with an elongated anchor rod, and the end part of each anchor rod is provided with a shearing end part;
the anchor rod end of the anchor piece (5) penetrates through the sand cushion layer (3) to penetrate deep to the bottom of the shore, the hydraulic reclamation sand slope (2) covers the anchor piece (5), and the end cover is arranged inside the hydraulic reclamation sand slope (2).
4. A skin-type flexible revetment according to claim 3, wherein: the top of the hydraulic reclamation sand slope (2) is provided with an underwater concrete block (11), two ends of the underwater concrete block (11) are connected with the top of the precast concrete block (10), and a concrete sealing block (13) is poured on the upper part of the underwater concrete block (11).
5. A skin-type flexible revetment according to claim 4, wherein: the underwater concrete block (11) is provided with a plurality of anchoring steel bars, and the concrete sealing block (13) and the anchoring steel bars are poured together.
6. The construction method of the veneer-type flexible revetment according to claim 5, wherein the construction method comprises the following steps: the method comprises the following steps:
s1, before construction of the hydraulic filling sand slope (1), a physical model test is carried out to determine a preliminary balance gradient, during the primary hydraulic filling, a hydraulic filling boundary is calculated according to the balance gradient, the sand slope boundary obtained by hydraulic filling is compared with a designed sand slope boundary, the actual balance gradient is calculated reversely, and then the hydraulic filling boundary is adjusted to ensure that over-blowing or under-blowing does not occur;
s2, firstly excavating a foundation trench at the bottom, paving a sand cushion layer (3) in the foundation trench, paving a first broken stone cushion layer (4) above the sand cushion layer (3), and installing a plurality of anchoring pieces (5) on the first broken stone cushion layer (4) by adopting hoisting equipment;
s3, measuring the distance between the boundary and the designed boundary after the hydraulic filling according to the preset balance gradient hydraulic filling sand slope, reversely calculating the actual balance gradient, adjusting the hydraulic filling boundary, starting to construct the hydraulic filling sand slope (2) by using the dredging ship (1), and repairing the slope after the hydraulic filling is finished;
wherein, the dredged sand slope (1) is dredged by a dredging ship and is positioned in the revetment
S4, geotextiles are paved on the two sides or one side surface of the slope surface of the hydraulic filling sand slope (1), the geotextile material is non-woven polyester geotextile, adjacent geotextiles need to be lapped when being paved, the transverse lapping width is not less than 1.0m, the underwater geotextile is not allowed to be overturned and folded, and sand bags are used for pressing the geotextile surface in the geotextile paving process; before the geotextile is paved, checking whether the geotextile is damaged or not, and if the geotextile is found to be damaged, timely replacing the geotextile;
s5, immediately constructing the second broken stone cushion layer (7) after the geotextile passes the acceptance, and avoiding flushing and damaging the hydraulic filling sand slope (1) and the geotextile by the falling tide;
paving a protective stone layer (8) on the surface of the second broken stone cushion layer (7), arranging positioning stones (17) at the root feet and the end parts of the root feet of the protective stone layer (8), connecting the positioning stones (17) with floating balls (15) through elastic plastic ropes (16), and performing slope control in multiple modes such as positioning of a water ascending slope ratio guide frame, positioning of a steel bar defense line and the like according to underwater buoy positioning;
the second broken stone cushion layer (7) and the protective stone layer (8) are paved through a paving barge (6), a crane and a plurality of paving conveying belts are arranged on the paving barge (6), and the second broken stone cushion layer (7) and the protective stone layer (8) are paved;
s6, paving a surface layer block stone layer (9) by using a paving barge (6) according to the positioning of the floats, and mounting a precast concrete square block (10) by using a crane of the paving barge (6) after the surface layer block stone layer (9) is paved;
s7, pouring an underwater concrete block (11) on the top of the hydraulic reclamation sand slope (2) by using a pump on a paving barge (6), wherein the lower surface of the underwater concrete block (11) is combined with the tops of the second macadam cushion layer (7), the guard stone layer (8), the surface layer block layer (9) and the precast concrete square (10);
s8, after pouring of the underwater concrete block (11) is completed, pouring the concrete sealing blocks (13) through anchoring steel bars on the underwater concrete block (11), installing the measuring templates (12) through the anchoring steel bars on two sides of the underwater concrete block (11), installing the water retaining templates (14) on the anchoring steel bars in the middle of the underwater concrete block (11) after pouring of the concrete sealing blocks (13) is completed, and pouring the water retaining wall.
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| CN202311274285.3A CN117306450A (en) | 2023-09-28 | 2023-09-28 | Skin-pasting type flexible revetment and construction method thereof |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU866033A1 (en) * | 1980-04-10 | 1981-09-23 | Всесоюзный Ордена Трудового Красного Знамени Научно-Исследовательский Институт Гидротехники Им. Б.Е. Веденеева | Method of constructing hydraulic-fill structures |
| CN104846787A (en) * | 2015-04-01 | 2015-08-19 | 广西建工集团第五建筑工程有限责任公司 | Construction method for carrying out sand-blowing sea-filling land-making in shallow sea area by using cutter suction dredger |
| CN105714733A (en) * | 2016-04-14 | 2016-06-29 | 中交第四航务工程勘察设计院有限公司 | Semi-permeable groyne and molding method thereof |
| CN107165121A (en) * | 2017-05-16 | 2017-09-15 | 中国建筑第六工程局有限公司 | Shallow slotting formula steel cylinder bank protection structure construction method |
| CN108930255A (en) * | 2018-08-28 | 2018-12-04 | 中交上海航道局有限公司 | A kind of construction method for enclosing tideland for cultivation channel |
| CN116657542A (en) * | 2023-06-11 | 2023-08-29 | 重庆敏思岩土工程有限公司 | Underwater anchor sand-fixing structure and method |
-
2023
- 2023-09-28 CN CN202311274285.3A patent/CN117306450A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU866033A1 (en) * | 1980-04-10 | 1981-09-23 | Всесоюзный Ордена Трудового Красного Знамени Научно-Исследовательский Институт Гидротехники Им. Б.Е. Веденеева | Method of constructing hydraulic-fill structures |
| CN104846787A (en) * | 2015-04-01 | 2015-08-19 | 广西建工集团第五建筑工程有限责任公司 | Construction method for carrying out sand-blowing sea-filling land-making in shallow sea area by using cutter suction dredger |
| CN105714733A (en) * | 2016-04-14 | 2016-06-29 | 中交第四航务工程勘察设计院有限公司 | Semi-permeable groyne and molding method thereof |
| CN107165121A (en) * | 2017-05-16 | 2017-09-15 | 中国建筑第六工程局有限公司 | Shallow slotting formula steel cylinder bank protection structure construction method |
| CN108930255A (en) * | 2018-08-28 | 2018-12-04 | 中交上海航道局有限公司 | A kind of construction method for enclosing tideland for cultivation channel |
| CN116657542A (en) * | 2023-06-11 | 2023-08-29 | 重庆敏思岩土工程有限公司 | Underwater anchor sand-fixing structure and method |
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