Permeable pile foundation and composite gravity type combined structure launching ramp
By combining a permeable pile foundation with a composite gravity structure, a drainage ramp is constructed. This solves the technical problem of complex construction in existing technologies and realizes a drainage ramp that is simple to construct, stable, and economical.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- ANHUI CONSTR ENG TRAFFIC & SHIPPING GRP CO LTD
- Filing Date
- 2025-05-29
- Publication Date
- 2026-05-05
AI Technical Summary
Traditional drainage ramps involve a large amount of construction work, a long period of time, and high costs, and require the construction of cofferdams for drainage.
The project employs a combination of permeable pile foundations and a composite gravity structure, including prestressed pipe piles, friction steel pipe piles, riprap components, and underwater panels for the drainage ramp. The permeable pile foundation structure is located above the normal water level, while the composite gravity structure is located below the normal water level, reducing the need for cofferdam drainage construction.
It significantly reduces the amount of construction work, time and cost, has a stable structure, is easy to construct, and can adapt to different water level changes.
Smart Images
Figure CN224199925U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of building engineering technology, specifically to a combined structure of a permeable pile foundation and a composite gravity drainage ramp. Background Technology
[0002] Small vessels and similar facilities often enter the water or land via launching ramps. Compared to using docks or ship hoists to assist in launching or landing, launching ramps do not require large equipment and utilize the buoyancy of the water for launching or landing, saving costs, conserving energy, and being economical and environmentally friendly. Therefore, launching ramps need to extend below the lowest water level of the area where the vessel is launching or landing to ensure that vessels can launch or land via launching ramps under any water level conditions.
[0003] Currently, traditional drainage ramps are generally solid concrete structures or post-cast concrete frame structures. Before concrete pouring, they all require cofferdam drainage construction or drilling and concrete pouring. The construction work is very large, the cycle is long, and the cost is high. Utility Model Content
[0004] The purpose of this utility model is to provide a combined structure of permeable pile foundation and composite gravity drainage ramp to solve the above defects.
[0005] To achieve the above objectives, this utility model provides the following technical solution:
[0006] A combined structure of permeable pile foundation and composite gravity drainage ramp includes: a drainage ramp with a permeable pile foundation structure at the top and a drainage ramp with a composite gravity structure at the bottom. The drainage ramp with the permeable pile foundation structure includes prestressed pipe piles, a drainage ramp surface component, upstream pipe piles, tie beams, and sheet piles. The prestressed pipe piles are evenly distributed and penetrate into the soil bearing layer along the water's edge or into the water body. The drainage ramp surface component is laid on top of the prestressed pipe piles. The surface pipe piles and sheet piles are installed on the outer side of the lower part of the water-surface component of the drainage ramp and penetrate into the water body. The tie beam is installed on the top of the pipe piles and sheet piles on the water-facing side. The drainage ramp of the composite gravity structure includes friction steel pipe piles, riprap components and underwater panels of the drainage ramp. The riprap components are installed in the water body outside the water-facing pipe piles. The friction steel pipe piles are provided with several riprap components that are evenly distributed at equal intervals and penetrate into the water body. The underwater panels of the drainage ramp are installed above the riprap components outside the tie beam.
[0007] Preferably, the waterborne component of the drainage ramp includes longitudinal beams, transverse beams, and a ramp panel. A number of prestressed pipe piles are arranged densely at equal intervals in the transverse and longitudinal directions. The longitudinal beams are arranged in parallel with each other and are respectively set on the longitudinal prestressed pipe piles. The transverse beams are arranged in parallel with each other and are respectively set on the transverse prestressed pipe piles. The longitudinal beams and transverse beams form an inclined grid-like structure. The ramp panel is installed above the longitudinal beams and transverse beams of the grid-like structure.
[0008] Preferably, some of the prestressed pipe piles located at the high position of the water-based components of the drainage ramp are directly driven into the soil bearing layer along the water area, while the remaining prestressed pipe piles located at the low position of the water-based components of the drainage ramp are sequentially driven into the water, mud layer and soil bearing layer in the water area.
[0009] Preferably, the water-facing pipe piles are arranged in two longitudinal rows with equal distances between them.
[0010] Preferably, the tie beam includes a tie beam body, and a longitudinally arranged steel sheet pile guide groove is provided in the center of the tie beam body. The steel sheet piles are arranged between two longitudinal rows of water-facing pipe piles, and the upper end of the steel sheet piles is arranged in the steel sheet pile guide groove. The top end of the steel sheet piles is not higher than the top surface of the tie beam.
[0011] Preferably, the sheet piles are composed of several Larssen sheet piles connected in series by interlocking joints to form a plate-like structure, and the inner soil layer of the sheet piles is provided with bottom protection riprap.
[0012] Preferably, concrete is poured into the gap between the upper end of the sheet pile and the inner wall of the sheet pile guide groove after the pile top is poured.
[0013] Preferably, the riprap assembly includes a crushed stone cushion layer, a core riprap, a surface riprap layer, and a riprap anchor. The crushed stone cushion layer is placed on the soil layer of the water body outside the sheet pile. The crushed stone cushion layer is composed of several stones and is laid flat on the soil layer by throwing and relying on its own weight. The bottom part of the stones is immersed in the soil layer by its own weight. Several friction steel pipe piles are driven into the crushed stone cushion layer and the soil layer at equal intervals. The core riprap is composed of several stones and is filled between several friction steel pipe piles above the crushed stone cushion layer and is level with the height of the friction steel pipe piles. The surface riprap layer is composed of several stones and is laid flat on top of the core riprap and the friction steel pipe piles. The riprap anchor is composed of several stones and is placed on the soil layer of the water body outside the crushed stone cushion layer, the core riprap, and the surface riprap layer.
[0014] Preferably, the underwater panel of the drainage ramp is disposed between the tie beam and the riprap foot and is laid obliquely on the surface riprap, and its upper end is hinged to the tie beam.
[0015] Preferably, the tie beam is set at the top of the longitudinal two rows of water-facing pipe piles and is made of concrete. The water level is variable, divided into a low water level line and a normal water level line. The tie beam is located above the low water level line and the top surface of the tie beam is not lower than the normal water level line.
[0016] The beneficial effects of this utility model are as follows:
[0017] This utility model discloses a combined structure of a permeable pile foundation and a composite gravity drainage ramp. The structure is compact. The permeable pile foundation structure above the normal water level is constructed by prestressed pipe piles and cast-in-place horizontal and vertical beams, while the drainage ramp below the normal water level is constructed by friction steel pipe piles, riprap components, and an underwater panel. No cofferdam drainage construction is required. Compared with traditional solid concrete structures or drilled concrete frame structures, this significantly reduces the amount of construction work, construction period, and construction cost. The structure is stable and has good reliability. Attached Figure Description
[0018] Figure 1 : A schematic diagram of the structure of this utility model;
[0019] Figure 2 : A schematic diagram of the drainage ramp of the permeable pile foundation structure of this utility model;
[0020] Figure 3 : A schematic diagram of the connection structure of the water-facing pipe pile, tie beam and steel sheet pile of this utility model. Detailed Implementation
[0021] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present utility model. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments.
[0022] Example 1:
[0023] Combined with appendix Figure 1-3 The specific embodiments of this utility model are described as follows:
[0024] like Figure 1-3 As shown, a combined structure of a permeable pile foundation and a composite gravity drainage ramp includes: a drainage ramp with a permeable pile foundation structure located at the top and a drainage ramp with a composite gravity structure located at the bottom.
[0025] The open-type pile foundation structure for the drainage ramp includes prestressed pipe piles 1, a drainage ramp surface component 2, water-facing pipe piles 3, tie beams 4, and sheet piles 5. Several prestressed pipe piles 1 are evenly distributed at equal intervals. Some of these prestressed pipe piles 1 are installed along the water's edge and directly penetrate into the bearing layer 100 of the soil along the water's edge, while others are installed in the water's surface and sequentially penetrate into the water body 300, the soil layer 200, and the bearing layer 100. The heights of the evenly distributed prestressed pipe piles 1 are not entirely the same; the height gradually decreases from the water's edge to the water's surface. The drainage ramp 2 is laid on top of the prestressed pipe piles 1 and is inclined. The water-facing pipe piles 3 and sheet piles 5 are set on the outer side of the low position of the drainage slope 2 and are sequentially inserted into the water body 300, the soil layer 200 and the soil bearing layer 100 in the water area. There are several water-facing pipe piles 3 and they are evenly distributed in two longitudinal rows. The sheet piles 5 are set between the two rows of water-facing pipe piles 3. The tie beam 4 is installed at the top of the water-facing pipe piles 3 and sheet piles 5.
[0026] The composite gravity-type drainage ramp includes friction steel pipe piles 7, riprap components 8, and an underwater panel 9. The riprap components 8 are installed in the water body 300 outside the water body of the pipe piles 3 on the water-facing side. The friction steel pipe piles 7 are provided with several riprap components 8 that are evenly distributed at equal intervals and penetrate into the water body 300. The underwater panel 9 of the drainage ramp is installed above the riprap components 8 outside the tie beam 4.
[0027] This utility model discloses a combined structure of a permeable pile foundation and a composite gravity drainage ramp. The structure is compact. The permeable pile foundation structure above the normal water level is constructed by prestressed pipe piles 1 and cast-in-place horizontal beams 22 and longitudinal beams 21. The drainage ramp below the normal water level is constructed by friction steel pipe piles 7, riprap components 8 and underwater drainage ramp panels 9. No cofferdam drainage construction is required. Compared with traditional solid concrete structures or drilled concrete frame structures, it significantly reduces the amount of engineering work, construction period and construction cost of the entire structure. The structure is stable and has good reliability.
[0028] Example 2:
[0029] Combined with appendix Figure 1-3 The specific embodiments of this utility model are described as follows:
[0030] like Figure 1-3 As shown, a combined structure of a permeable pile foundation and a composite gravity drainage ramp includes: a drainage ramp with a permeable pile foundation structure located at the top and a drainage ramp with a composite gravity structure located at the bottom.
[0031] The open-type pile foundation structure for the drainage ramp includes prestressed pipe piles 1, drainage ramp above-water components 2, water-facing pipe piles 3, tie beams 4, and sheet piles 5.
[0032] Several prestressed concrete pipe piles 1 are arranged at equal intervals. Some of these prestressed concrete pipe piles 1 are installed along the shore of the water area and directly penetrate into the bearing layer 100 of the soil along the shore. Other prestressed concrete pipe piles 1 are installed in the water area and are sequentially penetrated into the water body 300, the soil layer 200, and the bearing layer 100. The heights of the several prestressed concrete pipe piles 1 arranged in an evenly distributed manner are not exactly the same; the height of the prestressed concrete pipe piles 1 gradually decreases from the shore of the water area to the water area.
[0033] The drainage ramp 2 is laid on top of several prestressed pipe piles 1 and is set at an incline. The drainage ramp 2 includes longitudinal beams 21, transverse beams 22 and ramp panel 23. Several prestressed pipe piles 1 are arranged densely at equal intervals in the transverse and longitudinal directions. Several longitudinal beams 21 are set on each other and are respectively set on the longitudinal prestressed pipe piles 1. Several transverse beams 22 are set on each other and are respectively set on the transverse prestressed pipe piles 1. The several longitudinal beams 21 and transverse beams 22 form an inclined grid-like structure. The ramp panel 23 is installed on top of the grid-like structure of longitudinal beams 21 and transverse beams 22.
[0034] The water-facing pipe piles 3 are installed on the outer side of the lower part of the drainage slope 2 and are sequentially inserted into the water body 300, the soil layer 200, and the soil bearing layer 100 in the water area. Several water-facing pipe piles 3 are arranged in two longitudinal rows at equal intervals. The water-facing pipe piles 3 are densely arranged, and the distance between two adjacent water-facing pipe piles 3 in each longitudinal row is smaller than the distance between two adjacent prestressed pipe piles 1, which can provide greater support and protection and better stability.
[0035] The tie beam 4 is installed at the top of the two longitudinal rows of water-facing pipe piles 3 and is made of cast concrete. The water level of the water body 300 is variable, divided into a low water level line 301 and a normal water level line 302. The tie beam 4 is located above the low water level line 301 and the top surface of the tie beam 4 is not lower than the normal water level line 302, which can ensure that the tie beam 4 is exposed above the water surface for a long time.
[0036] The tie beam 4 includes a tie beam body 41. A longitudinally arranged steel sheet pile guide groove 42 is provided in the center of the tie beam body 41. A number of Larssen steel sheet piles are connected in series through interlocking joints to form a plate-like structure. The steel sheet piles 5 are inserted sequentially from the steel sheet pile guide groove 42 into the water body 300, the soil layer 200 and the soil bearing layer 100 in the water area. The upper end of the steel sheet pile 5 is set in the steel sheet pile guide groove 42, and the top of the steel sheet pile 5 is not higher than the top surface of the tie beam 4. The lower end of the steel sheet pile 5 is located between the two longitudinal rows of water-facing pipe piles 3.
[0037] A bottom-supporting riprap 51 is installed on the soil layer 200 inside the sheet pile 5. The bottom-supporting riprap 51 consists of several stones that are thrown and collapse onto the soil layer 200 inside the sheet pile 5 under their own weight. Its structure is approximately a right triangle, with the bottom part of the stones submerged in the soil layer 200. The height of the part above the soil layer 200 is 1 / 3 of the height of the part above the soil layer 200 of the water-facing pipe pile 3. A pile top is poured into the gap between the upper end of the sheet pile 5 and the inner wall of the sheet pile guide groove 42, and then concrete 43 is poured to ensure the stability of the sheet pile 5.
[0038] The composite gravity-type drainage ramp includes friction steel pipe piles 7, riprap assembly 8 and underwater drainage ramp panel 9, and the riprap assembly 8 includes crushed stone cushion layer 81, core riprap 82, surface riprap 83 and riprap footing 84.
[0039] The crushed stone cushion layer 81 is placed on the soil layer 200 of the water body 300 outside the steel sheet pile 5. The crushed stone cushion layer 81 consists of several stones, which are thrown onto the soil layer 200 and laid flat on it by their own weight. The bottom part of the stones is submerged in the soil layer 200 by their own weight. The crushed stone cushion layer 81 uses stones of 1-50kg with a reasonable gradation, serving both as a cushion layer for bottom protection and as a stone-throwing and silt-dissipating effect, which helps to level the surface of the soil layer 200. Simultaneously, under the additional stress of its own weight, the silt drains and consolidates, which helps to control uneven settlement. After the crushed stone cushion layer 81 is filled to the design elevation, the elevation is re-measured after 48 hours, and additional crushed stone is placed in areas where settlement has occurred due to silt consolidation.
[0040] The friction steel pipe piles 7 are set with several evenly distributed gravel cushion layers 81 and soil layers 200 extending into the water body 300 outside the sheet piles 5. The spacing between the friction steel pipe piles 7 is three times the pile diameter. By reasonably arranging the spacing between the piles, it is convenient to drive the piles and also plays a role in compaction. The friction steel pipe piles 7 are driven after the elevation of the gravel cushion layer 81 has stabilized. The driving sequence of the friction steel pipe piles 7 is as follows: horizontally, starting from the tie beam 4 and gradually driving outwards; longitudinally, driving the piles from the center axis of the tie beam 4 on both sides. Driving the friction steel pipe piles 7 is beneficial to exert the compaction effect of the steel pipe piles on the soil, further consolidating the soil, and at the same time increasing the friction between the steel pipe piles and the soil, thus exerting the function of friction piles.
[0041] The core-filled riprap 82 consists of several stones and fills the spaces between several friction steel pipe piles 7 above the crushed stone cushion layer 81, and is level with the height of the friction steel pipe piles 7. The core-filled riprap 82 uses stones of 1-300kg with a reasonable gradation, serving as the main body of the composite gravity-type drainage ramp, and its elevation is the same as the elevation of the friction steel pipe piles 7 at its location. After the core-filled riprap 82 is completed and the settlement stabilizes, the elevation is re-measured, and additional riprap is added as needed for any subsidence caused by settlement.
[0042] The surface riprap 83 consists of several stones laid flat on top of the core riprap 82 and the friction steel pipe piles 7. The surface riprap 83 uses stones of 1-50kg with a reasonable gradation. It serves as the foundation for the underwater slab 9 of the drainage ramp, preventing the friction steel pipe piles 7 from being pushed out of the underwater slab 9 and causing damage to launching or landing vessels in the event of uneven settlement. After the surface riprap 83 is filled, underwater slope trimming is carried out to ensure the underwater slab 9 of the drainage ramp is laid flat.
[0043] The riprap footing 84 consists of several stones and is placed on the soil layer 200 of the water body 300 outside the gravel cushion layer 81, the core riprap 82, and the surface riprap 83. The riprap footing 84 is designed as a right-angled trapezoid and is placed on the outermost side of the water body. It uses stones of 1-600 kg in a reasonable gradation to protect the main structure and prevent erosion by the core riprap 82 and the surface riprap 83 under flowing water conditions, thus preventing structural damage.
[0044] The underwater panel 9 of the launching ramp is set between the tie beam 4 and the riprap foot 84 and is laid obliquely on the surface riprap 83. The upper end of the underwater panel 9 of the launching ramp is hinged to the tie beam 4, so that it can rotate around the hinge point of the tie beam 4. This prevents the launching ramp of the upper open pile foundation structure from misaligning with the launching ramp of the lower composite gravity structure under the secondary consolidation settlement of the launching ramp of the composite gravity structure, thus ensuring the safe launching and landing of the ship's facilities.
[0045] This utility model discloses a combined structure of a permeable pile foundation and a composite gravity-type drainage ramp. The structure is compact. The permeable pile foundation structure of the drainage ramp above the normal water level is constructed by prestressed pipe piles 1 and cast-in-place horizontal beams 22 and longitudinal beams 21. The drainage ramp below the normal water level is constructed by friction steel pipe piles 7, riprap components 8 and underwater panels 9 of the drainage ramp. Steel sheet piles 5 are installed between two rows of water-facing pipe piles 3, which not only support the water surface component 2 of the drainage ramp, but also support the water body 300, preventing the water body 300 from eroding the soil bearing layer 100 along the water area when small ships and other facilities frequently enter or land through the water surface component 2 of the drainage ramp.
[0046] This utility model has a compact structure and does not require cofferdam drainage construction. Compared with traditional solid concrete structures or drilled concrete frame structures, it significantly reduces the amount of engineering work, construction period and construction cost of the entire structure. The structure is stable and has good reliability.
[0047] The utility model has been described above by way of example with reference to the accompanying drawings. Obviously, the specific implementation of the utility model is not limited to the above-described manner. Any non-substantial improvement made by adopting the inventive concept and technical solution of the utility model, or the direct application of the inventive concept and technical solution to other situations without modification, shall be within the protection scope of the utility model.
Claims
1. A combined structure of permeable pile foundation and composite gravity drainage ramp, characterized in that, include: The drainage ramp consists of an upper open-type pile foundation structure and a lower composite gravity structure. The open-type pile foundation structure includes prestressed pipe piles (1), a drainage ramp surface component (2), water-facing pipe piles (3), tie beams (4), and sheet piles (5). The prestressed pipe piles (1) are evenly distributed and penetrate into the soil bearing layer (100) along the water's edge or into the water body (300). The drainage ramp surface component (2) is laid on top of the prestressed pipe piles (1). The water-facing pipe piles (3) and sheet piles (5) are located on the drainage ramp surface component (2). The tie beam (4) is installed at the top of the water body (3) and sheet pile (5) on the water-facing side. The composite gravity structure of the drainage ramp includes friction steel pipe pile (7), riprap assembly (8) and drainage ramp underwater panel (9). The riprap assembly (8) is set in the water body (300) outside the water-facing pipe pile (3). The friction steel pipe pile (7) is set with several riprap assemblies (8) that are evenly distributed at equal intervals and penetrate into the water body (300). The drainage ramp underwater panel (9) is installed above the riprap assembly (8) outside the tie beam (4).
2. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 1, characterized in that, The water ramp component (2) includes longitudinal beams (21), transverse beams (22) and ramp panel (23). Several prestressed pipe piles (1) are arranged densely at equal distances in the transverse and longitudinal directions. The longitudinal beams (21) are arranged in parallel with each other and are respectively set on the longitudinal prestressed pipe piles (1). The transverse beams (22) are arranged in parallel with each other and are respectively set on the transverse prestressed pipe piles (1). The longitudinal beams (21) and transverse beams (22) form an inclined grid structure. The ramp panel (23) is installed above the grid structure of longitudinal beams (21) and transverse beams (22).
3. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 1, characterized in that, Some of the prestressed pipe piles (1) located at the high position of the water-based component (2) of the drainage ramp are directly driven into the soil bearing layer (100) along the water area, while the remaining prestressed pipe piles (1) located at the low position of the water-based component (2) of the drainage ramp are driven into the water body (300), the soil layer (200) and the soil bearing layer (100) in sequence.
4. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 1, characterized in that, The water-facing pipe piles (3) are arranged in two longitudinal rows with equal distances.
5. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 1, characterized in that, The tie beam (4) includes a tie beam body (41), and a longitudinally arranged steel sheet pile guide groove (42) is provided in the center of the tie beam body (41). The steel sheet pile (5) is arranged between two longitudinal rows of water-facing pipe piles (3). The upper end of the steel sheet pile (5) is arranged in the steel sheet pile guide groove (42), and the top of the steel sheet pile (5) is not higher than the top surface of the tie beam (4).
6. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 3, characterized in that, The sheet pile (5) is composed of several Larssen sheet piles connected in series by interlocking joints to form a plate-like structure. The inner soil layer (200) of the sheet pile (5) is provided with bottom protection riprap (51).
7. A combined structure of permeable pile foundation and composite gravity drainage ramp according to any one of claims 1-6, characterized in that, The upper end of the sheet pile (5) is filled with concrete (43) after the pile top is poured into the gap between the upper end of the sheet pile (5) and the inner wall of the sheet pile guide groove (42).
8. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 1, characterized in that, The riprap assembly (8) includes a crushed stone cushion layer (81), a core riprap (82), a surface riprap layer (83), and a riprap anchor (84). The crushed stone cushion layer (81) is placed on the soil layer (200) of the water body (300) outside the sheet pile (5). The crushed stone cushion layer (81) is composed of several stones and is laid flat on the soil layer (200) by throwing and relying on its own weight. The bottom part of the stones is immersed in the soil layer (200) by its own weight. Several friction steel pipe piles (7) are driven into the crushed stone cushion layer (81) at equal intervals. In the soil layer (200), the core-lifting boulders (82) are composed of several stones and are filled between several friction steel pipe piles (7) above the crushed stone cushion layer (81) and are level with the height of the friction steel pipe piles (7). The surface boulders (83) are composed of several stones and are laid flat above the core-lifting boulders (82) and the friction steel pipe piles (7). The boulders footing (84) are composed of several stones and are placed on the soil layer (200) of the water body (300) outside the crushed stone cushion layer (81), the core-lifting boulders (82) and the surface boulders (83).
9. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 8, characterized in that, The underwater panel (9) of the drainage ramp is set between the tie beam (4) and the riprap foot (84) and is laid obliquely on the surface riprap (83), and its upper end is hinged to the tie beam (4).
10. The combined structure of a permeable pile foundation and a composite gravity drainage ramp according to claim 5, characterized in that, The tie beam (4) is set at the top of the longitudinal two rows of water-facing pipe piles (3) and is made of concrete. The water level (300) is variable, divided into a low water level line (301) and a normal water level line (302). The tie beam (4) is located above the low water level line (301) and the top surface of the tie beam (4) is not lower than the normal water level line (302).