CN219240435U

CN219240435U - Bank protection structure

Info

Publication number: CN219240435U
Application number: CN202223189120.XU
Authority: CN
Inventors: 雷鹏
Original assignee: Fisheries Engineering Research Institute of CAFS
Current assignee: Fisheries Engineering Research Institute of CAFS
Priority date: 2022-11-29
Filing date: 2022-11-29
Publication date: 2023-06-23
Anticipated expiration: 2032-11-29

Abstract

The utility model relates to the technical field of constructional engineering, and particularly discloses a shore protection structure, which comprises an underground diaphragm wall and an overground protective wall, wherein the underground diaphragm wall comprises a plurality of bored piles and a plurality of high-pressure jet grouting piles, the bored piles are arranged at intervals, the high-pressure jet grouting piles are arranged behind the bored piles, the overground protective wall is arranged above the underground diaphragm wall, the overground protective wall is connected with the underground diaphragm wall, the overground protective wall is configured to prevent tide erosion of an onshore building, the bored piles and the high-pressure jet grouting piles form the underground diaphragm wall of the shore protection structure together, the high-pressure jet grouting piles are arranged behind the bored piles, the water-bearing capacity of the underground diaphragm wall is improved, the underground diaphragm wall also plays the role of reinforcing soil and rear soil anti-seepage pressure, and the construction cost is reduced and the construction period is shortened due to the fact that the integral excavation is not needed while the engineering requirement is met.

Description

Bank protection structure

Technical Field

The utility model relates to the technical field of constructional engineering, in particular to a revetment structure.

Background

The shore protection structure generally approaches the rear building, and along with the live time extension, the shore protection structure takes place to damage under natural erosion, and at the in-process of upgrading transformation to the shore protection structure, prior art provides the technical scheme of whole excavation, and the mode of supporting the foundation ditch of excavation is carried out to the steel sheet pile through whole excavation simultaneous beating, accomplishes the upgrading transformation of shore protection structure, makes the shore protection structure can prevent seepage and consolidate the soil body, satisfies the user demand. However, the scheme of digging the whole and simultaneously digging the steel sheet pile for supporting has the problems of high construction cost and long construction period due to large engineering quantity.

Disclosure of Invention

The utility model aims to provide a shore protection structure to solve the problems of high construction cost and long construction period caused by large engineering quantity in the existing integral excavation scheme.

The utility model provides a shore protection structure for protecting land buildings, which comprises an underground continuous wall and an overground protective wall, wherein the underground continuous wall comprises a plurality of bored piles and a plurality of high-pressure jet grouting piles, the bored piles are arranged at intervals, the high-pressure jet grouting piles are arranged behind the bored piles, the overground protective wall is arranged above the underground continuous wall, the overground protective wall is connected with the underground continuous wall, and the overground protective wall is configured to prevent tides from eroding the land buildings.

As the preferable technical scheme of the shore protection structure, the straight line between the central axes of two adjacent bored piles is set to be L1, the straight line perpendicular to the L1 is set to be L2, the central axis of the high-pressure jet grouting pile is perpendicular to the L2, and the high-pressure jet grouting pile part is overlapped with the bored pile.

As the preferable technical scheme of the bank protection structure, the high-pressure jet grouting piles are respectively arranged at an included angle with the extension lines of the connecting lines of two adjacent bored piles.

As a preferable technical scheme of the revetment structure, the bored pile and/or the high-pressure jet grouting pile are equal to the ground level in height.

As the preferable technical scheme of the revetment structure, the pile length of the high-pressure jet grouting pile is smaller than that of the bored pile.

As the preferable technical scheme of shore protection structure, the overground protective wall includes barricade and breakwater, and the barricade is fixed on the underground diaphragm wall, and the breakwater is fixed on the baffle wall.

As the preferred technical scheme of shore protection structure, the barricade includes supporting part and trapezoidal portion, the supporting part is fixed on the underground continuous wall, the cross sectional shape of supporting part includes the rectangle, trapezoidal portion is fixed on the supporting part, the width of trapezoidal portion bottom is less than the width on supporting part upper portion.

As the preferable technical scheme of the revetment structure, the revetment structure further comprises a mixed gravel inverted filter layer, and the mixed gravel inverted filter layer is paved behind the ground protective wall.

As the preferable technical scheme of the shore protection structure, the shore protection structure further comprises geotextile layers, and the geotextile layers are paved above the mixed broken stone inverted filter layer.

As the preferable technical scheme of the revetment structure, the revetment structure further comprises backfill sand, and the backfill sand is paved above the geotechnical cloth layer.

As the preferable technical scheme of the revetment structure, the revetment structure further comprises two stone cushions, and the two stone cushions are paved above the backfill sand.

The beneficial effects of the utility model are as follows:

the utility model provides a shore protection structure, which comprises an underground continuous wall and an overground protective wall, wherein the underground continuous wall comprises a plurality of bored piles and a plurality of high-pressure jet grouting piles, the bored piles are arranged at intervals, the high-pressure jet grouting piles are arranged behind the bored piles, the overground protective wall is arranged above the underground continuous wall, the overground protective wall is connected with the underground continuous wall, and the overground protective wall is configured to prevent tide from eroding a land building. The underground diaphragm wall of shore protection structure has been constituteed jointly to drilling bored concrete pile and high-pressure jet grouting pile, and high-pressure jet grouting pile sets up at drilling bored concrete pile rear, has promoted the horizontal load's of underground diaphragm wall ability, and the underground diaphragm wall has played the effect of prevention of seepage again, reinforcement soil body and rear soil body pressure, when satisfying engineering demand, owing to need not whole excavation, has reduced the engineering volume, can reduce construction cost and shorten construction cycle.

Drawings

FIG. 1 is a schematic view of a revetment structure according to an embodiment of the present utility model;

FIG. 2 is an enlarged view of a portion A of FIG. 1;

fig. 3 is a schematic diagram illustrating a connection state of a bored pile and a high-pressure jet grouting pile according to an embodiment of the present utility model.

In the figure:

11. drilling a filling pile; 12. high pressure jet grouting piles;

21. a retaining wall; 211. a support part; 212. a trapezoid part; 22. a breakwater;

31. a crushed stone inverted filter layer; 32. geotechnical cloth layer; 33. backfilling sand; 34. a two-piece stone cushion layer; 35. a cement macadam cushion layer; 36. road surface;

4. land-based buildings.

Detailed Description

The following description of the embodiments of the present utility model will be made more apparent and fully hereinafter with reference to the accompanying drawings, in which some, but not all embodiments of the utility model are shown. 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 the description of the present utility model, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first location" and "second location" are two distinct locations and wherein the first feature is "above," "over" and "over" the second feature includes the first feature being directly above and obliquely above the second feature, or simply indicates that the first feature is level above the second feature. The first feature being "under", "below" and "beneath" the second feature includes the first feature being directly under and obliquely below the second feature, or simply means that the first feature is less level than the second feature.

In the description of the present utility model, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present utility model can be understood as appropriate by those of ordinary skill in the art.

Embodiments of the present utility model are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the utility model.

The shore protection structure generally approaches the rear building, and along with the live time extension, the shore protection structure takes place to damage under natural erosion, and at the in-process of upgrading transformation to the shore protection structure, prior art provides the technical scheme of whole excavation, and the mode of supporting the foundation ditch of excavation is beaten simultaneously through whole excavation to establish the sheet pile, accomplishes the upgrading transformation of shore protection structure. However, the scheme of digging the whole and simultaneously digging the steel sheet pile for supporting has the problems of high construction cost and long construction period due to large engineering quantity.

In this regard, the present utility model provides a revetment structure that can also meet the use requirements of seepage prevention and soil reinforcement, as well as solve the above-mentioned problems.

As shown in fig. 1-2, the revetment structure is used for protecting a land building 4, the revetment structure is a diaphragm wall and an overground protection wall, the diaphragm wall comprises a plurality of bored piles 11 and a plurality of high-pressure jet grouting piles 12, the plurality of bored piles 11 are arranged at intervals, the high-pressure jet grouting piles 12 are arranged behind the bored piles 11, the overground protection wall is arranged above the diaphragm wall, the overground protection wall is connected with the diaphragm wall, and the overground protection wall is configured to prevent tide from eroding the land building 4.

Specifically, the bored pile 11 and the high-pressure jet grouting pile 12 form the underground diaphragm wall of the revetment structure together, the high-pressure jet grouting pile 12 is arranged behind the bored pile 11, the horizontal load capacity of the underground diaphragm wall is improved, the underground diaphragm wall has the functions of seepage prevention, soil body reinforcement and rear soil body pressure reinforcement, engineering requirements are met, meanwhile, the whole excavation is not needed, the engineering quantity is reduced, the construction cost is reduced, and the construction period is shortened.

Further, as shown in fig. 1-3, a high-pressure jet grouting pile 12 is arranged at the interval of two adjacent bored piles 11, a straight line between central axes of the two adjacent bored piles 11 is set to be L1, a straight line perpendicular to the L1 is set to be L2, the central axes of the high-pressure jet grouting piles 12 are perpendicular to the L2, and part of the high-pressure jet grouting pile 12 is overlapped with the bored piles 11. In the present embodiment, the diameters of the bored pile 11 and the high-pressure jet grouting pile 12 are determined according to engineering practice. The diameter of the bored pile 11 may be 700mm, 800mm, 900mm, 1000mm, 1100mm or 1200mm, with 1000mm being preferred in this embodiment. The diameter of the high pressure jet grouting pile 12 can be 700mm, 800mm, 900mm, 1000mm, 1100mm or 1200mm, with 1000mm being preferred in this embodiment. The distance between the central axes of two adjacent bored piles 11 is L1, and the length of L1 may be 1100mm, 1200mm, 1300mm, 1400mm, 1500mm or 1600mm, and is preferably 1300mm in this embodiment. The straight line perpendicular to L1 is L2, and L2 in this embodiment is preferably the perpendicular bisector of L1. The central axis of the high-pressure jet grouting pile 12 is arranged perpendicularly to the L2, the high-pressure jet grouting pile 12 is arranged behind the bored pile 11, the high-pressure jet grouting pile 12 is arranged at the interval between two adjacent bored piles 11, and part of the high-pressure jet grouting pile 12 is overlapped with the bored pile 11. The bored pile 11 and the high-pressure jet grouting pile 12 form a continuous supporting structure together, thereby playing roles in preventing seepage and reinforcing soil.

Furthermore, if the included angles between the axes of the high-pressure jet grouting piles 12 and the extension lines of the connecting lines of the two adjacent bored piles 11 are respectively set to be a, the a can be 90 degrees, 95 degrees, 100 degrees, 105 degrees, 110 degrees, 115 degrees or 120 degrees, and is preferably 105 degrees in the embodiment, so as to further enhance the horizontal loading capacity of the underground diaphragm wall.

Still further, the bored pile 11 and/or the high pressure jet grouting pile 12 are level with the ground level. The above-ground protection wall is fixed on the bored pile 11 and/or the high-pressure jet grouting pile 12. To add to the horizontal load resistance of the revetment structure. Optionally, in order to reduce the workload on the premise of meeting the use requirement, so as to reduce the construction cost and shorten the construction period, the pile length of the high-pressure jet grouting pile 12 is smaller than that of the bored pile 11. The pile length of the bored pile 11 may be 8 meters, 8.5 meters, 9 meters, 9.5 meters, 10 meters, 10.5 meters, 11 meters, 11.5 meters or 12 meters. In the present embodiment, the pile length of the bored pile 11 is preferably 10 meters. The pile length of the high pressure jet grouting pile 12 can be 2 meters, 2.5 meters, 3 meters, 3.5 meters, 4 meters, 4.5 meters, 5 meters, 5.5 meters or 6 meters. In this embodiment, the pile length of the high pressure jet grouting pile 12 is preferably 3.5 meters.

Specifically, as shown in fig. 1 to 2, the ground shield wall includes a retaining wall 21 and a breakwater 22, and the retaining wall 21 includes a supporting portion 211 and a trapezoid portion 212. The cross-sectional shape of the support portion 211 may be rectangular, square, semicircular, or a combination of any two of the above, and is preferably rectangular. The trapezoid portion 212 has a trapezoid cross-sectional shape. The supporting portion 211 is fixed on the bored pile 11 and/or the high-pressure jet grouting pile 12, the trapezoid portion 212 is fixed on the supporting portion 211, and the width of the bottom of the trapezoid portion 212 is smaller than the width of the upper portion of the supporting portion 211. That is, in the present embodiment, the cross-sectional shape of the retaining wall 21 is a combination of an upper trapezoid and a lower rectangle. The breakwater 22 is taught on the trapezoid portion 212, and the cross-sectional shape of the breakwater 22 in the present embodiment is preferably rectangular. The width of the bottom of the breakwater 22 is smaller than the width of the upper portion of the trapezoid 212. The arrangement of the supporting part 211 and the trapezoid part 212 enables the ground protection wall to meet the use requirement, meanwhile, reduces the use of materials and reduces the engineering cost.

Further, as shown in fig. 1-2, in order to avoid water accumulation in the back of the revetment structure, water flow is caused to erode soil behind the revetment structure. The back of the revetment structure is provided with a mixed broken stone inverted filter 31, a geotechnical cloth layer 32, backfill sand 33, two stone cushion layers 34 and a cement broken stone cushion layer 35 in sequence from bottom to top. The mixed crushed stone inverted filter 31 is laid on the soil body above the supporting portion 211, the inclined surface of the trapezoid portion 212, and the rear of the revetment structure. The geotechnical cloth layer 32 is laid on the soil body above the mixed gravel inverted filter 31, the inclined surface of the trapezoid part 212, and behind the revetment structure. The geotechnical layer 32 is configured to prevent loss and intermixing between two or more materials and to maintain the overall structure and function of the materials to maintain the overall stability of the structure. Backfill sand 33 is laid on the soil above geotextile layer 32, on the slope of trapezoid 212, and behind the revetment structure. Two stone mats 34 are laid on the soil body above the backfill sand 33, on the slope of the trapezoid 212, behind the revetment structure. A layer of cement rubble 35 is laid on the soil behind the revetment structure above the two layers of stone 34.

Further, the mixed gravel inverted filter 31, backfill sand 33, two stone cushions 34 and cement gravel cushion 35 in this embodiment are successively reduced in particle size, thereby playing a role in preventing water flow from striking the soil. Those skilled in the art may choose other types of backfill or cushion according to the engineering practice, and may change the laying sequence of the above materials accordingly, which is not repeated here.

Still further, the widths of the mixed gravel inverted filter 31, the geotechnical cloth layer 32, the backfill sand 33, the two stone cushions 34 and the cement stone cushion 35 in this embodiment are sequentially increased towards the rear of the revetment structure, and the section forms an oblique line extending from bottom to top towards the rear of the revetment structure, and the slope may be 1:1.2, 1:1.3, 1:1.4, 1:1.5, 1:1.6, 1:1.7 or 1:1.8, preferably 1:1.5.

Alternatively, the pavement 36 is laid on top of the cement gravel cushion 35, and the pavement 36 may be a concrete pavement 36, an asphalt pavement 36 or a pavement other than the concrete pavement 36. The road surface 36 is provided with a drainage slope which slopes towards one side of the revetment structure. The gradient of the drain slope may be 0.5%, 0.6%, 0.7%, 0.8%, 0.9%, 1%, 1.1%, 1.2%, 1.3%, 1.4% or 1.5%, preferably 1%. The drainage slope is arranged, so that accumulated water can be discharged rapidly, and excessive erosion to soil behind the revetment structure is avoided.

Alternatively, the retaining wall 21 and the breakwater 22 in the present embodiment are made of C30 concrete grade site-fixed. The bored pile 11 is manufactured by adopting C30 grade concrete and HRB400 grade ribbed steel bars. The high pressure jet grouting pile 12 adopts C30 grade concrete, and the cement slurry water cement ratio can be 1:1, 1.1:1, 1.2:1, 1.3:1, 1.4:1 or 1.5:1. When the revetment structure in this embodiment is applied to a saline-alkali or seawater environment, a reinforcing steel bar rust inhibitor should be added to the concrete to reduce the corrosion rate of the reinforcing steel bars.

It is to be understood that the above examples of the present utility model are provided for clarity of illustration only and are not limiting of the embodiments of the present utility model. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. It is not necessary here nor is it exhaustive of all embodiments. Any modification, equivalent replacement, improvement, etc. which come within the spirit and principles of the utility model are desired to be protected by the following claims.

Claims

1. Revetment structure for protecting a land-based building (4), comprising:

the underground continuous wall comprises a plurality of bored piles (11) and a plurality of high-pressure jet grouting piles (12), wherein the bored piles (11) are arranged at intervals, and the high-pressure jet grouting piles (12) are arranged behind the bored piles (11);

-an above-ground protection wall arranged above the underground diaphragm wall, the above-ground protection wall being connected to the underground diaphragm wall, the above-ground protection wall being configured to prevent tide erosion of the onshore building (4).

2. Revetment structure according to claim 1, wherein a straight line between central axes of two adjacent bored piles (11) is set to L1, a straight line perpendicular to the L1 is set to L2, a central axis of the high-pressure jet grouting pile (12) is arranged perpendicular to the L2, and the high-pressure jet grouting pile (12) partially overlaps the bored piles (11).

3. Revetment structure according to claim 2, wherein the high pressure jet grouting piles (12) are arranged at an angle to the extension lines of the connecting lines of two adjacent bored piles (11), respectively.

4. Revetment structure according to claim 2, wherein the bored pile (11) and/or the high pressure jet grouting pile (12) are level with the ground level.

5. Revetment structure according to claim 2, wherein the pile length of the high pressure jet grouting pile (12) is smaller than the pile length of the bored pile (11).

6. Revetment structure according to any of claims 1-5, wherein the above-ground protective wall comprises a retaining wall (21) and a breakwater (22), the retaining wall (21) being fixed to the underground continuous wall, the breakwater (22) being fixed to the retaining wall (21).

7. The revetment structure according to claim 6, wherein the retaining wall (21) comprises a supporting portion (211) and a trapezoid portion (212), the supporting portion (211) is fixed to the underground continuous wall, a cross-sectional shape of the supporting portion (211) comprises a rectangle, the trapezoid portion (212) is fixed to the supporting portion (211), and a width of a bottom of the trapezoid portion (212) is smaller than a width of an upper portion of the supporting portion (211).

8. Revetment structure according to claim 7, further comprising a mixed gravel inverted filter (31), the mixed gravel inverted filter (31) being laid behind the above ground protective wall.

9. Revetment structure according to claim 8, further comprising a geotextile layer (32), the geotextile layer (32) being laid over the mixed gravel inverted filter layer (31).

10. Revetment structure according to claim 9, further comprising backfill sand (33), the backfill sand (33) being laid over the geotechnical cloth layer (32).