Skin-attached flexible revetment and its construction method

Abstract

The present invention provides a skin - pasted flexible revetment and its construction method, which includes a hydraulic fill sand slope formed by hydraulic filling. A second crushed stone cushion layer is provided on both sides or one side surface of the slope surface of the hydraulic fill sand slope. A apron stone layer and a surface layer block stone layer are successively laid on the outer surface of the second crushed stone cushion layer, and precast concrete blocks are laid on the outer surface of the surface layer block stone layer. Without a large amount of block stones, it saves stone materials. By inversely calculating the equilibrium slope, the hydraulic fill boundary can be accurately found, saving the total amount of hydraulic fill and improving the hydraulic fill accuracy.

Description

Technical Field

[0001] The present invention relates to the technical field of port construction, and particularly relates to a skin - pasted flexible revetment and a construction method thereof. Background Art

[0002] In the current artificial island construction projects, often rip - rap is first carried out at the boundary of the artificial island. The core stones, bedding stones and surface layer stones form a rigid revetment, which has relatively high requirements for stones. For areas lacking stones, it is necessary to transport stones from a relatively far place, resulting in high construction costs. Summary of the Invention

[0003] The main purpose of the present invention is to provide a skin - pasted flexible revetment and a construction method thereof, so as to solve the problem that for areas lacking stones, it is necessary to transport stones from a relatively far place, resulting in high construction costs.

[0004] To solve the above - mentioned technical problems, the technical solution adopted by the present invention is: a skin - pasted flexible revetment, including a sand - filled slope formed by hydraulic filling. On both sides or one side surface of the sand - filled slope surface, there is a second crushed - stone cushion layer. On the outer surface of the second crushed - stone cushion layer, a mattress layer and a surface - layer block - stone layer are sequentially laid. On the outer surface of the surface - layer block - stone layer, precast concrete blocks are laid.

[0005] In a preferred embodiment, a foundation trench is provided at the bottom of the sand - filled slope. Inside the foundation trench, there is a sand cushion layer. The upper surface of the sand cushion layer is flush with the water bottom. A first crushed - stone cushion layer is laid on the sand cushion layer. The sand - filled slope is arranged on the first crushed - stone cushion layer and completely covers the first crushed - stone cushion layer;

[0006] A geotextile is provided between the sand - filled slope surface and the second crushed - stone cushion layer.

[0007] In a preferred embodiment, there are also multiple anchor members. One end of the anchor member is provided with a conical end cap. In the middle of the concave part of the end cap, there is an elongated anchor rod. The end of the anchor rod is provided with a shear end;

[0008] The end of the anchor rod of the anchor member penetrates through the sand cushion layer and extends deep into the bottom of the bank. The sand - filled slope covers the anchor member, and the end cap is arranged inside the sand - filled slope.

[0009] In a preferred embodiment, an underwater concrete block is provided at the top of the sand - filled slope. Both ends of the underwater concrete block are connected to the top of the precast concrete block. A concrete sealing block is poured on the upper part of the underwater concrete block.

[0010] In a preferred embodiment, multiple anchoring steel bars are arranged on the underwater concrete block, and the concrete sealing block is poured together with the anchoring steel bars.

[0011] The method includes:

[0012] S1. Before the construction of the sand filling slope, a physical model test is carried out to determine the preliminary equilibrium slope. During the initial filling, the filling boundary is calculated according to the equilibrium slope, and the sand filling boundary is compared with the designed sand filling boundary to reversely calculate the actual equilibrium slope, and then adjust the filling boundary to ensure that over-filling or under-filling does not occur;

[0013] S2, first excavate a foundation trench at the bottom, lay a sand cushion layer inside the foundation trench, lay a first crushed stone cushion layer on top of the sand cushion layer, and install multiple anchors on the first crushed stone cushion layer using a hoisting device;

[0014] S3, then fill the sand slope according to the preset balance slope, measure the distance between the boundary after filling and the designed boundary, reversely calculate the actual balance slope, adjust the filling boundary, start the sand filling slope construction by dredging, and repair the slope after filling;

[0015] Among them, the sand slope is filled by dredging boats and is located inside the revetment.

[0016] S4. Lay geotextiles on both sides or one side of the surface of the sand-filled slope. The geotextile material is non-woven polyester geotextile. Adjacent geotextiles need to be overlapped during laying, and the horizontal overlap width is not less than 1.0m. Underwater geotextiles are not allowed to flip or fold. Sandbags are used to press the surface of the geotextile during laying. Before laying the geotextile, check whether the geotextile is damaged. If damaged, replace it in time;

[0017] S5. The second crushed stone cushion layer should be constructed immediately after the geotextile is accepted to avoid scouring and damage of the sand fill slope and geotextile by rising and falling tides;

[0018] A protective stone layer is laid on the surface of the second crushed stone cushion layer, and positioning stones are set at the footing and end positions of the protective stone layer. The positioning stones are connected to the floating balls through elastic plastic ropes, and the slope is controlled by multiple methods such as underwater float positioning, water slope ratio guide frame positioning and steel defense line positioning;

[0019] The second crushed stone cushion layer and the protective stone layer are laid by a laying barge, and a crane and a plurality of laying conveyor belts are arranged on the laying barge to lay the second crushed stone cushion layer and the protective stone layer;

[0020] S6. According to the positioning of the float, the surface block layer is laid by using a laying barge. After the surface block layer is laid, the precast concrete blocks are installed by using the crane of the laying barge;

[0021] S7, pouring underwater concrete blocks at the top of the blown sand slope using a pump on a laying barge, the lower surface of the underwater concrete blocks is combined with the second crushed stone cushion layer, the protective stone layer, the surface block stone layer and the top of the precast concrete block;

[0022] After the underwater concrete block is poured, concrete sealing blocks are poured through the anchor bars on the underwater concrete block. Measuring templates are installed on both sides of the underwater concrete block through the anchor bars. After the concrete sealing blocks are poured, a water retaining template is installed on the anchor bars in the middle of the underwater concrete block, and a water retaining wall is poured.

[0023] The present invention provides a skin-pasting flexible revetment and its construction method, which does not require a large amount of rubble, saves stone materials, accurately finds the dredging boundary through inverse equilibrium slope, saves the total dredging volume, and improves the dredging accuracy. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] The present invention will be further described below with reference to the drawings and embodiments:

[0025] Figure 1 is the dredging sand slope dredging schematic diagram of the present invention;

[0026] Figure 2 is the construction cross-section schematic diagram of the dredging sand slope of the present invention;

[0027] Figure 3 is the cross-section structure diagram of the dredging sand slope of the present invention;

[0028] Figure 4 is the floating ball positioning schematic diagram of the present invention.

[0029] In the figure: dredging ship 1; dredging sand slope 2; sand cushion layer 3; first crushed stone cushion layer 4; anchor 5; laying barge 6; second crushed stone cushion layer 7; apron stone layer 8; surface layer block stone layer 9; precast concrete block 10; underwater concrete block 11; measuring template 12; concrete sealing block 13; water retaining template 14; floating ball 15; elastic plastic rope 16; positioning stone 17. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0030] Embodiment 1

[0031] As Figures 1 to 4 shown, a skin-pasting flexible revetment includes a dredging sand slope 2 formed by dredging. A second crushed stone cushion layer 7 is provided on both sides or one side surface of the slope of the dredging sand slope 2. An apron stone layer 8 and a surface layer block stone layer 9 are sequentially laid on the outer surface of the second crushed stone cushion layer 7, and precast concrete blocks 10 are laid on the outer surface of the surface layer block stone layer 9.

[0032] The dredging sand slope 2 is dredged by a dredging ship 1 and is located inside the revetment;

[0033] The geotextile is laid on the slope of the dredging sand slope 2;

[0034] The second crushed stone cushion layer 7 is laid on the geotextile of the dredging sand slope 1;

[0035] The apron stone layer 8 is laid on the slope of the second crushed stone cushion layer 7;

[0036] The precast concrete block 10 is installed on the slope surface of the surface layer of block stones 9.

[0037] A geotextile is provided between the slope surface of the hydraulic fill sand slope 2 and the second crushed stone cushion layer 7.

[0038] In the preferred solution, a foundation trench is provided at the bottom of the hydraulic fill sand slope 2. A sand cushion layer 3 is provided inside the foundation trench. The upper surface of the sand cushion layer 3 is flush with the water bottom. A first crushed stone cushion layer 4 is laid on the sand cushion layer 3. The hydraulic fill sand slope 2 is arranged on the first crushed stone cushion layer 4 and completely covers the first crushed stone cushion layer 4; a geotextile is provided between the slope surface of the hydraulic fill sand slope 2 and the second crushed stone cushion layer 7. To enhance the overall stability and achieve the technical effect that no sedimentation occurs on the hydraulic fill sand slope 2.

[0039] In the preferred solution, multiple anchor members 5 are further provided. One end of the anchor member 5 is provided with a conical end cap. An elongated anchor rod is provided in the sunken middle of the end cap. The end of the anchor rod is provided with a shear end; the end of the anchor rod of the anchor member 5 penetrates through the sand cushion layer 3 and extends deep into the bank bottom. The hydraulic fill sand slope 2 covers the anchor member 5, and the end cap is arranged inside the hydraulic fill sand slope 2. The anchor member 5 stabilizes the overall position and prevents the hydraulic fill sand slope 2 from shifting.

[0040] In the preferred solution, an underwater concrete block 11 is provided at the top of the hydraulic fill sand slope 2. Both ends of the underwater concrete block 11 are connected to the top of the precast concrete block 10. A concrete sealing block 13 is cast on the upper part of the underwater concrete block 11. The underwater concrete block 11 increases the cohesion at the top of the hydraulic fill sand slope 2. The hydraulic fill sand slope 2 is thus stabilized.

[0041] In the preferred solution, multiple anchoring steel bars are provided on the underwater concrete block 11. The concrete sealing block 13 is cast together with the anchoring steel bars. It is used for casting the concrete sealing block 13.

[0042] Embodiment 2

[0043] Further illustrated in combination with Embodiment 1. As Figures 1 - 4 shown in the structure, before the construction of the hydraulic fill sand slope 1, a physical model test is carried out to determine the preliminary equilibrium slope. During the initial hydraulic filling, the hydraulic filling boundary is calculated based on the equilibrium slope, and the boundary of the filled sand slope is compared with the designed sand slope boundary to inversely calculate the actual equilibrium slope, and then the hydraulic filling boundary is adjusted to ensure that overfilling or underfilling does not occur.

[0044] First, a foundation trench is excavated at the bottom. The sand cushion layer 3 is laid inside the foundation trench. The first crushed stone cushion layer 4 is laid above the sand cushion layer 3. Multiple anchor members 5 are installed on the first crushed stone cushion layer 4 by using hoisting equipment.

[0045] Then, the hydraulic fill sand slope is filled according to the preset equilibrium slope above. The distance between the filled boundary and the designed boundary is measured to inversely calculate the actual equilibrium slope, and the hydraulic filling boundary is adjusted. The dredger 1 is used to start the construction of the hydraulic fill sand slope 2. After the filling is completed, the slope is repaired.

[0046] Among them, the hydraulic fill sand slope 1 is filled by a dredger and is located inside the revetment.

[0047] Geotextiles are laid on both sides or one side surface of the slope of the hydraulic fill sand slope 1. The geotextile material is non-woven polyester geotextile. When laying, adjacent geotextiles need to be overlapped, and the transverse overlap width is not less than 1.0 m. Underwater geotextiles are not allowed to be turned over and folded. Sandbags are used to press the surface of the geotextiles during the laying process of the geotextiles. Before laying the geotextiles, it is necessary to check whether the geotextiles are damaged. If any damaged parts are found, they should be replaced in time.

[0048] The second crushed stone cushion layer 7 is constructed immediately after the acceptance of the geotextiles to avoid scouring damage to the hydraulic fill sand slope 1 and the geotextiles caused by the ebb and flow of the tide.

[0049] A revetment stone layer 8 is laid on the surface of the second crushed stone cushion layer 7. Positioning stones 17 are arranged at the root positions and the root end positions of the revetment stone layer 8. The positioning stones 17 are connected to the floating balls 15 through elastic plastic ropes 16. The slope shape is controlled by multiple methods such as underwater buoy positioning, on-water slope ratio guide frame positioning, and steel bar line positioning.

[0050] Among them, the second crushed stone cushion layer 7 and the revetment stone layer 8 are laid by a laying barge 6. A crane and multiple laying conveyor belts are arranged on the laying barge 6 to lay the second crushed stone cushion layer 7 and the revetment stone layer 8.

[0051] According to the buoy positioning, the surface layer block stone layer 9 is laid by using the laying barge 6. After the laying of the surface layer block stone layer 9 is completed, precast concrete blocks 10 are installed by using the crane on the laying barge 6.

[0052] Underwater concrete blocks 11 are poured at the top of the hydraulic fill sand slope 2 by using the pump on the laying barge 6. The lower surface of the underwater concrete blocks 11 is combined with the tops of the second crushed stone cushion layer 7, the revetment stone layer 8, the surface layer block stone layer 9, and the precast concrete blocks 10.

[0053] After the pouring of the underwater concrete blocks 11 is completed, concrete sealing blocks 13 are poured through the anchor bars on the underwater concrete blocks 11. Formwork 12 is installed on both sides of the underwater concrete blocks 11 through the anchor bars. After the pouring of the concrete sealing blocks 13 is completed, water retaining formwork 14 is installed on the anchor bars in the middle of the underwater concrete blocks 11, and the water retaining wall is poured.

[0054] The above embodiments are only the preferred technical solutions of the present invention and should not be regarded as limitations on the present invention. The protection scope of the present invention should be the technical solutions recorded in the claims, including the equivalent replacement solutions of the technical features in the technical solutions recorded in the claims. That is, the equivalent replacement improvements within this scope are also within the protection scope of the present invention.

Claims

1. A construction method of a veneer - type flexible revetment, characterized in that: The skin - attached flexible revetment includes a hydraulic fill sand slope (2) formed by hydraulic filling. On both sides or one side surface of the slope of the hydraulic fill sand slope (2), a second crushed stone cushion layer (7) is provided. On the outer surface of the second crushed stone cushion layer (7), a apron stone layer (8) and a surface layer block stone layer (9) are successively laid. On the outer surface of the surface layer block stone layer (9), precast concrete blocks (10) are laid. At the bottom of the hydraulic fill sand slope (2), a foundation trench is provided. Inside the foundation trench, a sand cushion layer (3) is provided. The upper surface of the sand cushion layer (3) is flush with the water bottom. On the sand cushion layer (3), a first crushed stone cushion layer (4) is laid. The hydraulic fill sand slope (2) is arranged on the first crushed stone cushion layer (4) and completely covers the first crushed stone cushion layer (4). A geotextile is provided between the slope of the hydraulic fill sand slope (2) and the second crushed stone cushion layer (7). There are also multiple anchor fittings (5). One end of the anchor fitting (5) is provided with a conical end cap. In the sunken middle part of the end cap, an elongated anchor rod is provided. The end of the anchor rod is provided with a pointed end. The end of the anchor rod of the anchor fitting (5) penetrates through the sand cushion layer (3) and extends deep into the bank bottom. The hydraulic fill sand slope (2) covers the anchor fitting (5), and the end cap is arranged inside the hydraulic fill sand slope (2). The anchor fitting (5) stabilizes the overall position and prevents the hydraulic fill sand slope (2) from shifting. At the top of the hydraulic fill sand slope (2), an underwater concrete block (11) is provided. Both ends of the underwater concrete block (11) are connected to the top of the precast concrete block (10). On the upper part of the underwater concrete block (11), a concrete sealing block (13) is poured. Multiple anchoring steel bars are arranged on the underwater concrete block (11), and the concrete sealing block (13) is poured together with the anchoring steel bars. The method includes: S1. Before the construction of the hydraulic fill sand slope (2), a physical model test is carried out to determine the preliminary equilibrium slope. When initially filling, the filling boundary is calculated according to the equilibrium slope, and the boundary of the filled sand slope is compared with the designed sand slope boundary to inversely calculate the actual equilibrium slope, and then the filling boundary is adjusted to ensure that over - filling or under - filling does not occur. S2. First, a foundation trench is excavated at the bottom. A sand cushion layer (3) is laid inside the foundation trench. A first crushed stone cushion layer (4) is laid above the sand cushion layer (3). Multiple anchor fittings (5) are installed on the first crushed stone cushion layer (4) by using hoisting equipment. S3. Then, the hydraulic fill sand slope is filled according to the preset equilibrium slope above. Measure the distance between the filled boundary and the designed boundary, inversely calculate the actual equilibrium slope, adjust the filling boundary, and start the construction of the hydraulic fill sand slope (2) by using a dredger (1). After filling, the slope is repaired. Among them, the hydraulic fill sand slope (2) is filled by using a dredger. S4. A geotextile is laid on both sides or one side surface of the slope of the hydraulic fill sand slope (2). The material of the geotextile is non - woven polyester geotextile. When laying, adjacent geotextiles need to be overlapped. The transverse overlap width is not less than 1.0 m. The underwater geotextile is not allowed to be turned over or folded. During the laying process of the geotextile, sandbags are used to press the surface of the geotextile. Before laying the geotextile, check whether the geotextile is damaged. If any damaged part is found, it should be replaced in time. S5. The second crushed stone cushion layer (7) is constructed immediately after the acceptance of the geotextile to avoid the scouring damage to the hydraulic fill sand slope (2) and the geotextile caused by the ebb and flow of the tide. The apron stone layer (8) is laid on the surface of the second crushed stone cushion layer (7). Positioning stones (17) are arranged at the root position and the end position of the root of the apron stone layer (8). The positioning stones (17) are connected to the floating balls (15) through elastic plastic ropes (16). The slope type is controlled by multiple methods including underwater buoy positioning, water slope ratio guide frame positioning, and steel bar defense line positioning; Among them, the second crushed stone cushion layer (7) and the apron stone layer (8) are laid by a laying barge (6). A crane and a plurality of laying conveyor belts are arranged on the laying barge (6) to lay the second crushed stone cushion layer (7) and the apron stone layer (8); S6. According to the buoy positioning, use the laying barge (6) to lay the surface layer block stone layer (9). After the surface layer block stone layer (9) is laid, use the crane on the laying barge (6) to install the precast concrete blocks (10); S7. Use the pump on the laying barge (6) to pour underwater concrete blocks (11) at the top of the hydraulic fill slope (2). The lower surface of the underwater concrete blocks (11) is combined with the tops of the second crushed stone cushion layer (7), the apron stone layer (8), the surface layer block stone layer (9), and the precast concrete blocks (10); S8. After the underwater concrete blocks (11) are poured, pour the concrete sealing blocks (13) through the anchor bars on the underwater concrete blocks (11). Side formworks (12) are installed on both sides of the underwater concrete blocks (11) through the anchor bars. After the concrete sealing blocks (13) are poured, install the water retaining formwork (14) on the anchor bars in the middle of the underwater concrete blocks (11) and pour the retaining wall.

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