Pile foundation wharf and construction method thereof

Abstract

The present invention relates to a pile foundation wharf and a construction method thereof, belonging to the technical field of wharves. The pile foundation wharf includes a pontoon, an anchoring device connected between the pontoon and the seabed mud layer, and a plurality of foundation piles arranged at the bottom of the pontoon; the foundation piles include a plurality of sleeves and a one-way locking assembly; the plurality of sleeves are arranged in sequence from the inside to the outside; in each two adjacent sleeves, the sleeve located in the inner layer can be lowered axially relative to the sleeve located in the outer layer; the bottom end of the sleeve located in the innermost layer forms a pile tip, and the top of the sleeve located in the outermost layer is connected to the bottom of the pontoon; the other sleeves except the outermost layer can be detachably connected to their adjacent outer layer sleeves or detachably connected to the bottom of the pontoon; the one-way locking assembly is connected between the two adjacent sleeves to limit the outer layer sleeve's axial downward movement relative to the inner layer sleeve. The pile foundation wharf provided by the present invention has a short construction period and can provide stable berthing conditions.

Description

Technical Field

[0001] The present invention belongs to the technical field of docks, and in particular relates to a pile foundation dock and a construction method thereof. Background Art

[0002] Currently, common pier structures include pile-based piers, gravity-type piers, and floating piers. Pile-based piers are a common pier structure, offering advantages such as low natural soil bearing capacity requirements and wide applicability. However, the key to their construction lies in prior geological and topographical surveys to determine pile size and sinking depth. However, since pile-based piers require pile-driving vessels to install piles one by one, while beams and slabs are installed piece by piece by crane vessels, the construction period for pile-based piers is long, often measured in years. Furthermore, in situations where prior geological and topographical surveys are impossible, traditional pile-based pier structures and construction methods are difficult to apply, as the size and sinking depth of piles cannot be determined in advance. Existing gravity-type piers also suffer from a strong dependence on topographic and geological conditions and a long construction period. Floating piers are faster to construct and less affected by underwater topography and geological conditions. However, due to their floating nature, the superstructure is subject to significant wave motion, resulting in poor berthing conditions and a difficult application in open coastal waters.

[0003] Therefore, how to provide a pile foundation wharf with a short construction period while taking into account the provision of stable berthing conditions is a technical problem that urgently needs to be solved. Summary of the Invention

[0004] In order to solve the above technical problems, the present invention provides a pile foundation wharf and a construction method thereof. The pile foundation wharf has a short construction period and can provide stable berthing conditions.

[0005] The present invention provides a pile foundation wharf, comprising:

[0006] floating tank;

[0007] An anchoring device connected between the buoyancy box and the seabed mud layer;

[0008] Multiple foundation piles are arranged at the bottom of the pontoon; the foundation piles include:

[0009] A multi-section sleeve is sequentially sleeved from the inside out; of each two adjacent sleeve sections, the inner sleeve can be lowered axially relative to the outer sleeve; the bottom end of the innermost sleeve forms a pile tip, and the top of the outermost sleeve is connected to the bottom of the pontoon; the sleeves other than the outermost sleeve can be detachably connected to their adjacent outer sleeves or to the bottom of the pontoon;

[0010] The one-way locking assembly is connected between two adjacent sleeve sections and is used to limit the axial downward movement of the outer sleeve relative to the inner sleeve.

[0011] In this technical solution, during the initial construction of the pile foundation wharf, the pontoon can be moored by an anchoring device, and then the length of the pile can be increased by the relative descent of the sleeve in the pile foundation, so that the pile foundation can be supported by the pile foundation, and a stable berthing condition is initially formed. The initial construction period is extremely short, and the initial construction period is measured in days. After the initial construction is completed, when the tide ebbs, and the pile foundation can only be lengthened but not shortened due to the one-way locking assembly provided, the load applied by the pontoon to the pile top can be effectively transmitted to the pile tip at the bottom, thereby breaking the ground and sinking the pile. Subsequently, when the tide rises, the pontoon will be again affected by the buoyancy of the water, which will drive the pile foundation to be further lengthened. In this way, with the rise and fall of the tide, the pile foundation will gradually be inserted into the seabed mud layer, making the pile foundation wharf more stable. The later pile sinking process is entirely completed by natural forces such as the rise and fall of the tide and the action of waves, which greatly saves manpower and material resources and achieves energy conservation and emission reduction.

[0012] In some embodiments, the one-way locking assembly includes:

[0013] A mounting groove is provided on the inner wall of the outer sleeve or the outer wall of the inner sleeve and extends along the axial direction of the sleeve;

[0014] Multiple eccentric weight blocks are distributed in the installation slot, one end of the eccentric weight block is rotatably connected to the installation slot, and the eccentric weight block can rotate freely relative to the installation slot;

[0015] A plurality of recesses are provided on the wall of the adjacent sleeve opposite to the installation groove. The plurality of recesses are distributed along the axial direction of the sleeve. The shape of the recesses matches the shape of the end of the eccentric weight block away from the installation groove so as to allow the eccentric weight block to slide in.

[0016] The one-way locking assembly adopted in this technical solution can effectively limit the falling movement of the outer sleeve relative to the inner sleeve, but allows the inner sleeve to be freely lifted relative to the outer sleeve, so that the foundation pile can only be lengthened but not shortened, while not affecting the downward transmission of the upper load. When the pile is sunk at low tide, the upper load can be effectively transferred to the pile tip, thereby breaking through the ground and sinking the pile.

[0017] In some embodiments, when the mounting groove is provided on the inner wall of the outer sleeve, the recess is opened on the outer wall of the inner sleeve, the top surface of the recess is an inclined surface, and the bottom surface of the recess is a horizontal surface; when the mounting groove is provided on the outer wall of the inner sleeve, the recess is opened on the inner wall of the outer sleeve, the top surface of the recess is a horizontal surface, and the bottom surface of the recess is an inclined surface.

[0018] In some embodiments, multiple eccentric weights are evenly spaced along the axial direction of the sleeve, and multiple recesses are evenly spaced along the axial direction of the sleeve, with the spacing between the eccentric weights and the spacing between the recesses being unequal. In this technical solution, the eccentric weights and recesses are arranged in this manner to form a descending step that is smaller than the spacing between the eccentric weights and the recesses, allowing the sleeve to remain at any height as much as possible, thereby meeting the varying requirements for pile length at different water depths.

[0019] In some embodiments, there are multiple groups of one-way locking components, and the multiple groups of one-way locking components are evenly distributed along the circumference of the sleeve.

[0020] In some embodiments, the pile foundation further includes a stopper assembly connected between two adjacent sleeve sections to define the lowest position of the inner sleeve relative to the outer sleeve. This technical solution prevents the inner sleeve from excessively descending and potentially separating from the outer sleeve by providing the stopper assembly.

[0021] In some embodiments, the limiting assembly includes:

[0022] a slideway, which is provided on the inner wall of the outer sleeve and extends along the axial direction of the outer sleeve;

[0023] A slider is provided on the outer wall of the inner sleeve and close to the top edge of the inner sleeve, and the slider is slidably connected to the slideway;

[0024] A stopper is provided in the slideway and located at the lower part of the outer sleeve, and the stopper is located below the slider;

[0025] When the inner sleeve descends to the lowest position relative to the outer sleeve, the sliding block abuts against the stopper.

[0026] In this technical solution, the sliding block provided on the outer wall of the inner sleeve and the stop block provided on the inner wall of the outer sleeve are mutually abutted to limit the further descent of the inner sleeve relative to the outer sleeve, which can effectively prevent the inner sleeve from being separated from the outer sleeve due to excessive descent.

[0027] In some embodiments, there are multiple groups of limiting components, and the multiple groups of limiting components are evenly distributed along the circumference of the sleeve.

[0028] In some embodiments, the pile foundation further includes a sleeve locking assembly connected between two adjacent sleeve sections to lock the outer sleeve to the inner sleeve. In this technical solution, the sleeve locking assembly can lock the outer sleeve to the inner sleeve after the inner sleeve descends to its lowest position, preventing accidents.

[0029] In some embodiments, the sleeve locking assembly includes:

[0030] A locking pin is slidably connected to the wall of the outer sleeve, extends radially of the outer sleeve and can reciprocate relative to the outer sleeve in the radial direction of the outer sleeve, and a pin hole for inserting the locking pin is formed in the wall of the inner sleeve;

[0031] A driving member, used for driving the locking pin to insert into the pin hole;

[0032] When the inner sleeve descends to the lowest position relative to the outer sleeve, the locking pin is aligned with the pin hole, and the driving member drives the locking pin to be inserted into the pin hole.

[0033] In this technical solution, the locking of two adjacent sleeves is achieved by the cooperation of the locking pin provided on the outer sleeve and the pin hole provided on the inner sleeve.

[0034] In some embodiments, the driving member includes:

[0035] a blocking piece connected to the outer periphery of the locking pin;

[0036] a spring connected between the inner wall of the outer sleeve and the baffle;

[0037] Among them, when the inner sleeve has not reached the lowest position, the spring is in a compressed state so that the inner end of the locking pin rests against the outer wall of the inner sleeve; when the inner sleeve drops to the lowest position relative to the outer sleeve, the spring restores its length so that the inner end of the locking pin is inserted into the pin hole.

[0038] In this technical solution, through the cooperation of the blocking piece and the spring, the locking pin can be automatically driven to lock the inner sleeve when the inner sleeve is lowered into place.

[0039] In some embodiments, a locking pin is inserted through the wall of the outer sleeve, and a bayonet is provided on the inner wall of the adjacent outer sleeve. When the inner sleeve has not yet reached its lowest position, the outer end of the locking pin engages with the bayonet. When the inner sleeve descends to its lowest position relative to the outer sleeve, the locking pin is inserted into the pin hole while the outer end of the locking pin disengages the bayonet. In this technical solution, the locking pin cooperates with the bayonet and the pin hole to automatically release the next sleeve while the previous sleeve is locked, making the extension of the pile more controllable.

[0040] In some embodiments, the sleeve locking assemblies are multiple groups, and the multiple groups of sleeve locking assemblies are evenly distributed along the circumference of the sleeve.

[0041] In some embodiments, the mooring device comprises:

[0042] multiple anchor cables, one end of each anchor cable is connected to the buoyancy box, and the multiple anchor cables are distributed around the buoyancy box;

[0043] Multiple anchors are connected one by one to the end of the anchor cable facing away from the buoyancy box, and are used to fix the anchor cable to the seabed mud surface.

[0044] In this technical solution, the planar position of the pontoon can be fixed in the early stage of construction through the cooperation of the anchor cable and the anchor.

[0045] In addition, the present invention also provides a method for constructing a pile foundation wharf, comprising the following steps:

[0046] (1) Connect multiple foundation piles to the bottom of the pontoon, with all sleeves in the foundation piles in an undrawn sleeve state, float the pontoon to a preset position, and use an anchoring device to fix the plane position of the pontoon at the preset position;

[0047] (2) releasing part of the sleeve of the foundation pile, so that the inner sleeve descends relative to the outer sleeve until the pile tip of the innermost sleeve is inserted into the seabed mud surface;

[0048] (3) When the tide is low, the buoyancy box uses its gravity to press the foundation pile into the seabed mud layer; when the tide is high, the buoyancy box floats up and continues to release the sleeves in the sleeve state, so that the buoyancy box drives the outer sleeve of the foundation pile to rise relative to the inner sleeve;

[0049] (4) Repeat step (3) with the ebb and flow of the tide until the foundation piles no longer sink with the ebb and flow of the tide.

[0050] The construction method of the pile-foundation wharf provided by this technical solution has a short construction period and can realize the construction of the pile-foundation wharf under working conditions where the pile length and pile sinking depth cannot be determined in advance. In addition, the construction process maximizes the use of natural forces such as seawater buoyancy, tides, and wave pushing, thereby achieving energy conservation and emission reduction.

[0051] In some embodiments, in step (2) and step (3), when releasing the pile sleeves, the sleeves are released layer by layer from the inside to the outside.

[0052] In some embodiments, in step (2) and step (3), the sleeve releasing step is performed simultaneously on all the foundation piles.

[0053] In some embodiments, in step (3), at low tide, the buoyancy box is loaded to increase the weight of the buoyancy box; at high tide, the load on the buoyancy box is removed to allow the buoyancy box to float.

[0054] In some embodiments, after the foundation piles stop sinking with the ebb tide, the method further includes cleaning the mud and sand in the sleeves of the foundation piles and pouring concrete therein.

[0055] Based on the above technical solution, the pile foundation wharf provided by the embodiment of the present invention has a short construction period, low dependence on topographic and geological conditions, can provide stable berthing conditions, and the construction process maximizes the use of natural forces such as seawater buoyancy, tides and wave push, thereby achieving energy conservation and emission reduction. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of this application. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0057] Figure 1 A perspective view of an embodiment of a pile foundation wharf according to the present invention;

[0058] Figure 2 A perspective view of foundation piles in one embodiment of a pile foundation wharf according to the present invention;

[0059] Figure 3 for Figure 2 A partial enlarged view of point A in the middle;

[0060] Figure 4 This is a front view of the foundation piles in one embodiment of the pile foundation wharf of the present invention;

[0061] Figure 5 A top view of the foundation piles in one embodiment of the pile foundation wharf of the present invention;

[0062] Figure 6 For the Figure 5 Cross-sectional view along the midline BB;

[0063] Figure 7 for Figure 5 A partial enlarged view of point C in the middle;

[0064] Figure 8 for Figure 5 A partial enlarged view of point D in the middle;

[0065] Figure 9 Schematic diagram of a process in which a locking pin of an outer sleeve of a foundation pile locks an inner sleeve and simultaneously unlocks an outer sleeve in one embodiment of a pile foundation wharf of the present invention;

[0066] Figure 10 A schematic diagram of the construction process of an embodiment of a method for constructing a pile foundation wharf according to the present invention;

[0067] Figure 11 Schematic diagram of the structure of a one-way locking assembly in another embodiment of a pile foundation wharf of the present invention.

[0068] In the picture:

[0069] 1. Foundation piles; 2. Buoyancy tanks; 3. Anchoring devices; 4. Seabed mud layer;

[0070] 11. Sleeve; 12. One-way locking assembly; 13. Limit assembly; 14. Sleeve locking assembly;

[0071] 111, inner sleeve; 112, outer sleeve; 113, outer sleeve; 1101, pin hole;

[0072] 121, mounting groove; 1211, first rib; 122, weight block; 123, recess; 124, rotating shaft;

[0073] 131, slideway; 1311, second rib; 132, slider; 133, stopper;

[0074] 141. Locking pin; 142. Driving member; 1421. Blocking piece; 1422. Spring; 143. Bayonet. DETAILED DESCRIPTION

[0075] The following will provide a clear and complete description of the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts are within the scope of protection of the present invention.

[0076] In the description of the present invention, it should be understood that the terms "center", "up", "down", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0077] The terms "first" and "second" are used for descriptive purposes only and should not be understood to indicate or imply relative importance or implicitly specify the quantity of the technical features indicated. Therefore, a feature specified as "first" or "second" may explicitly or implicitly include one or more of the features.

[0078] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections; they may refer to direct connections, indirect connections through an intermediary, or internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on the specific circumstances.

[0079] As attached Figure 1-Figure 7As shown, in an exemplary embodiment of the pile foundation wharf of the present invention, the pile foundation wharf includes a pontoon 2, an anchoring device 3 and a plurality of foundation piles 1, the anchoring device 3 is connected between the pontoon 2 and the seabed mud layer 4; the plurality of foundation piles 1 are arranged at the bottom of the pontoon 2; the foundation pile 1 includes a multi-section sleeve 11, which is sequentially sleeved from the inside to the outside; in each adjacent two sections of the sleeve 11, the inner sleeve 111 can be lowered axially relative to the outer sleeve 112, the bottom end of the innermost sleeve 11 forms a pile tip, and the top of the outermost sleeve 11 is connected to the bottom of the pontoon 2; the other sleeves 11 except the outermost sleeve 11 can be detachably connected to the adjacent outer sleeve 11; a one-way locking assembly 12 is connected between the adjacent two sections of the sleeve 11, which is used to limit the axial falling movement of the outer sleeve 112 relative to the inner sleeve 111. Alternatively, all sleeves 11 may be detachably connected to the bottom of the buoyancy tank 21 , as long as the sleeves 11 can be released.

[0080] During the initial construction of the pile foundation wharf, the pontoon 2 can be moored by the mooring device 3 so that the pontoon 2 is fixed on the water surface. Then, by the relative descent of the sleeve 11 in the foundation pile 1, the length of the foundation pile 1 is increased to contact the seabed mud surface, so that the foundation pile 1 provides support for the pontoon 2, and a stable berthing condition is initially formed. The initial construction period is extremely short, and the initial construction period is measured in days. After the initial construction is completed, when the tide falls, the pontoon 2 loses the buoyancy of the water, and the one-way locking component 12 sets to limit the outer sleeve 11. 2 relative to the falling movement of the inner sleeve 111, so that the foundation pile 1 can only be extended but not shortened, and the load applied by the buoyancy box 2 to the pile top can be effectively transmitted to the pile tip at the bottom, so that the pile is sunk into the ground. Subsequently, at high tide, the buoyancy of the buoyancy box 2 will again drive the foundation pile 1 to further extend. In this way, with the rise and fall of the tide, the foundation pile 1 will gradually penetrate into the seabed mud layer 4, making the pile foundation wharf more stable. The later pile sinking process of the pile foundation wharf is completed entirely by natural forces such as the rise and fall of the tide and the wave action, which greatly saves manpower and material resources and achieves energy conservation and emission reduction.

[0081] Compared to traditional pile-foundation wharves, the aforementioned pile-foundation wharf features a foundation pile 1 constructed by sequentially connecting multiple sleeves 11. As the inner sleeve 111 descends relative to the outer sleeve 112, the pile length can be extended according to the water depth, adapting to uneven seabed topography. This eliminates the need for prior topographical surveys and allows for the construction of pile-foundation wharves even in conditions where pile length and sinking depth cannot be determined in advance. Furthermore, the aforementioned pile-foundation wharf eliminates the need for individual prefabricated components, resulting in a significantly shorter construction period and overcoming the long construction period associated with traditional pile-foundation wharves. Furthermore, the aforementioned pile-foundation wharf features a thicker top and thinner bottom structure, resulting in increased cross-sectional bending and shear strength and single pile bearing capacity with increasing burial depth. The thinner sleeve 11 adapts to the hard soil layer at the bottom of the seabed, while the thicker sleeve 11 adapts to the softer soil layer above the seabed. This allows for adaptation to a variety of soft and hard geological conditions, overcoming the traditional pile-foundation wharf's strong dependence on underwater topography.

[0082] Compared to traditional floating docks, the pile-based docks described above limit the roll, sway, pitch, surge, heave, and rotation of the upper pontoon 2 when subjected to wind and waves. This significantly reduces the amount of movement compared to traditional floating docks, facilitating berthing operations for ships. Furthermore, the piles 1 of these pile-based docks utilize a segmented, telescopic pile structure, providing greater flexibility to accommodate the displacement of the pontoon 2 caused by waves and currents.

[0083] In short, the above-mentioned pile foundation wharf has a short construction period, has low dependence on topographic and geological conditions, can provide stable berthing conditions, and the construction process maximizes the use of natural forces such as seawater buoyancy, tides, and wave push, thereby achieving energy conservation and emission reduction.

[0084] In the above foundation pile 1, it should be noted that the length of each sleeve 11 is preferably the same, which is convenient for processing and storing the sleeve 11; the length of the sleeve 11 should not be too long, otherwise it will be inconvenient to transport.

[0085] like Figure 7 As shown, in this embodiment, the one-way locking assembly 12 specifically includes a mounting groove 121, a plurality of deflecting weights 122 and a plurality of recesses 123; the mounting groove 121 is arranged on the inner wall of the outer sleeve 112 and extends along the axial direction of the outer sleeve 112; a plurality of deflecting weights 122 are distributed in the mounting groove 121, one end of the deflecting weight 122 is rotatably connected to the mounting groove 121, and the deflecting weight 122 can rotate freely relative to the mounting groove 121; the recesses 123 are opened on the outer wall of the inner sleeve 111, and the plurality of recesses 123 are distributed along the axial direction of the inner sleeve 111, and the shape of the recesses 123 matches the shape of the end of the deflecting weight 122 away from the mounting groove 121 so that the deflecting weight 122 can slide in. During construction, when the axis of the sleeve 11 is in a vertical state, when the outer sleeve 112 falls relative to the inner sleeve 111, the end of the eccentric weight 122 away from the installation groove 121 abuts against the outer wall of the inner sleeve 111 and slides downward. When it slides to the recess 123, the end of the eccentric weight 122 away from the installation groove 121 slides into the recess 123 to limit the falling movement of the outer sleeve 112 relative to the inner sleeve 111. When the inner sleeve 111 descends relative to the outer sleeve 112, the eccentric weight 122 with the end located in the recess 123 rotates and slides out of the recess 123. During the descent of the inner sleeve 111, the ends of all the eccentric weights 122 away from the installation groove 121 abut against the outer wall of the inner sleeve 111 and slide through the recess 123. It should be noted that in this embodiment, the installation groove 121 extends from one end of the sleeve 11 to the other end. It should also be noted that, in this embodiment, Figure 5 As shown, the mounting groove 121 is defined by two first ribs 1211 welded to the inner wall of the sleeve 11; Figure 7As shown, the eccentric weight 122 is rotatably connected to the mounting slot 121 via a rotating shaft 124 to ensure that it can rotate freely relative to the mounting slot 121. The one-way locking assembly 12 of the above structure can effectively limit the outer sleeve 112 from falling relative to the inner sleeve 111, while allowing the inner sleeve 111 to freely fall relative to the outer sleeve 112, so that the foundation pile 1 can only be extended but not shortened, while not affecting the downward transmission of the upper load. When sinking the pile, the upper load can be effectively transferred to the pile tip, achieving ground-breaking and pile sinking. Moreover, the one-way locking assembly 12 of the above structure is simple in structure, easy to process, and easy to install on the wall of the sleeve 11.

[0086] like Figure 7 As shown, in this embodiment, when the axis of the sleeve 11 is in a vertical state, the top surface of the recess 123 is an inclined surface, so that the eccentric weight block 122 can slide into and out of the recess 123; the bottom surface of the recess 123 is a horizontal surface, thereby clamping the eccentric weight block 122 to prevent the outer sleeve 112 from sliding down.

[0087] like Figure 7 As shown, a plurality of eccentric weights 122 are equidistantly distributed along the axial direction of the outer sleeve 112, and a plurality of recesses 123 are equidistantly distributed along the axial direction of the inner sleeve 111, and the distribution spacing of the eccentric weights 122 is not equal to the distribution spacing of the recesses 123. The eccentric weights 122 and the recesses 123 are distributed in this way, and can be combined to form a descending step that is smaller than the distribution spacing of the eccentric weights 122 and the distribution spacing of the recesses 123, that is, between two adjacent engagements of the eccentric weights 122 and the recesses 123, the minimum descending distance of the inner sleeve 111 is smaller than the distribution spacing of the eccentric weights 122, and also smaller than the distribution spacing of the recesses 123; in this way, the sleeve 11 can be made to stay at any height as much as possible, thereby meeting the different requirements for pile length at different water depths as much as possible.

[0088] It is understood that in another embodiment, Figure 11As shown, the difference from the above embodiment is that the mounting groove 121 is provided on the outer wall of the inner sleeve 111, and the recess 123 is provided on the inner wall of the outer sleeve 112. During construction, the weight block 122 located at or sliding to the recess 123 loses the support of the inner wall of the outer sleeve 112, and flips outward and slides into the recess 123 of the outer sleeve 112, thereby limiting the falling movement of the outer sleeve 112 relative to the inner sleeve 111; when the inner sleeve 111 descends relative to the outer sleeve 112, the weight block 122 with the end located in the recess 123 slides out of the recess 123 driven by the downward movement of the inner sleeve 111, thereby releasing the movement restriction between the outer sleeve 112 and the inner sleeve 111. It should also be noted that when arranged in this way, when the axis of the sleeve 11 is in a vertical state, the top surface of the recess 123 is a horizontal surface, thereby clamping the eccentric weight block 122 to prevent the outer sleeve 112 from sliding down; the bottom surface of the recess 123 is an inclined surface to facilitate the eccentric weight block 122 to slide out of the recess 123.

[0089] In order to ensure that the foundation pile 1 does not shrink and avoid accidents, Figure 5 As shown, there are multiple groups of one-way locking assemblies 12 , and the multiple groups of one-way locking assemblies 12 are evenly distributed along the circumference of the sleeve 11 .

[0090] Furthermore, in order to prevent the inner sleeve 111 from being separated from the outer sleeve 112 due to excessive drop, Figure 2 and Figure 8 As shown, the pile foundation 1 further includes a limiting assembly 13 , which is connected between two adjacent sleeve sections 11 and is used to limit the lowest position of the inner sleeve 111 relative to the outer sleeve 112 .

[0091] like Figure 3 and Figure 8As shown, in this embodiment, the limiting assembly 13 specifically includes a slide 131, a slider 132 and a stopper 133; the slide 131 is arranged on the inner wall of the outer sleeve 112 and extends along the axial direction of the outer sleeve 112; the slider 132 is arranged on the outer wall of the inner sleeve 111 and close to the top edge of the inner sleeve 111, and the slider 132 is slidably connected to the slide 131; the stopper 133 is arranged in the slide 131 and is located at the lower part of the outer sleeve 112, and the stopper 133 is located below the slider 132; wherein, when the inner sleeve 111 drops to the lowest position relative to the outer sleeve 112, the slider 132 and the stopper 133 are abutted. In this embodiment, the sliding block 132 provided on the outer wall of the inner sleeve 111 and the stopper 133 provided on the inner wall of the outer sleeve 112 are mutually abutted to limit the further descent of the inner sleeve 111 relative to the outer sleeve 112, which can effectively prevent the inner sleeve 111 from excessively descending and causing it to separate from the outer sleeve 112; at the same time, the limiting effect of the slide 131 provided on the inner wall of the outer sleeve 112 on the sliding block 132 provided on the outer wall of the inner sleeve 111 can effectively prevent the relative rotation between the inner sleeve 111 and the outer sleeve 112, and prevent the failure of the weight block 122 and the recess 123 in the one-way locking assembly 12 due to misalignment. It should be noted that, if Figure 5 As shown, in this embodiment, the slideway 131 is defined by two second ribs 1311 welded to the inner wall of the sleeve 11 .

[0092] In order to ensure that the inner sleeve 111 and the outer sleeve 112 will not separate and avoid accidents, and to ensure the verticality of the sleeve 11 when it is lowered, as shown in FIG. Figure 5 As shown, there are multiple groups of limiting components 13, and the multiple groups of limiting components 13 are evenly distributed along the circumference of the sleeve 11.

[0093] In order to lock the inner sleeve 111 and the outer sleeve 112 after the inner sleeve 111 is lowered to the lowest position, so as to ensure that the inner sleeve 111 and the outer sleeve 112 no longer have relative displacement, and avoid accidents, such as Figure 2 and Figure 8 As shown, the pile foundation 1 further includes a sleeve locking assembly 14 , which is connected between two adjacent sleeve sections 11 and is used to lock the outer sleeve 112 and the inner sleeve 111 .

[0094] like Figure 8As shown, in this embodiment, the sleeve locking assembly 14 specifically includes a locking pin 141 and a driving member 142; the locking pin 141 is slidably connected to the wall of the outer sleeve 112, the locking pin 141 extends radially along the outer sleeve 112 and can reciprocate relative to the outer sleeve 112 along the radial direction of the outer sleeve 112, and the wall of the inner sleeve 111 is provided with a pin hole 1101 for inserting the locking pin 141; the driving member 142 is used to drive the locking pin 141 to insert into the pin hole 1101; wherein, when the inner sleeve 111 drops to the lowest position relative to the outer sleeve 112, the locking pin 141 is aligned with the pin hole 1101, and the driving member 142 drives the locking pin 141 to insert into the pin hole 1101. In this embodiment, the locking pin 141 provided on the outer sleeve 112 cooperates with the pin hole 1101 provided on the inner sleeve 111 to achieve locking of two adjacent sleeves 11. Furthermore, the sleeve locking assembly 14 has a simple structure and is easy to manufacture and install. It should be noted that in this embodiment, both the locking pin 141 and the driving member 142 are disposed within the slideway 131.

[0095] Furthermore, in order to achieve automatic locking of the locking pin 141, as shown in FIG. Figure 8 As shown, in this embodiment, the driving member 142 specifically includes a baffle 1421 and a spring 1422; the baffle 1421 is connected to the outer periphery of the locking pin 141; the spring 1422 is connected between the inner wall of the outer sleeve 112 and the baffle 1421; when the inner sleeve 111 has not reached the lowest position, the spring 1422 is in a compressed state, so that the inner end of the locking pin 141 abuts against the outer wall of the inner sleeve 111; when the inner sleeve 111 descends to the lowest position relative to the outer sleeve 112, the spring 1422 recovers its length, so that the inner end of the locking pin 141 is inserted into the pin hole 1101. In this embodiment, through the cooperation of the baffle 1421 and the spring 1422, the locking pin 141 can be automatically driven to lock the inner sleeve 111 after the inner sleeve 111 descends into place.

[0096] Furthermore, in order to make the sleeve 11 descend layer by layer from the inside to the outside, and automatically release the sleeve 11 of the next layer while the sleeve 11 of the previous layer is locked, as shown in FIG. Figure 8 and Figure 9As shown, in this embodiment, the locking pin 141 is passed through the wall of the outer sleeve 112, and the inner wall of the outer sleeve 113 adjacent to the outer sleeve 112 is provided with a bayonet 143; when the inner sleeve 111 has not reached the lowest position, the outer end of the locking pin 141 is engaged with the bayonet 143; when the inner sleeve 111 drops to the lowest position relative to the outer sleeve 112, the locking pin 141 is inserted into the pin hole 1101, and the outer end of the locking pin 141 is disengaged from the bayonet 143. With such arrangement, when the inner sleeve 111 descends, the other layers of sleeves 11 outside the inner sleeve 111 are all in a locked state. When the inner sleeve 111 descends to the lowest position, the locking pin 141 locks the outer sleeve 112 and the inner sleeve 111 while releasing the outer sleeve 112 from the outer sleeve 113, so that the outer sleeve 112 can descend. In this way, the sleeve 11 can be lowered layer by layer from the inside to the outside, and the next layer of sleeve 11 is automatically released while the upper layer of sleeve 11 is locked, so that the elongation of the pile 1 is more controllable.

[0097] In order to ensure that the sleeve 11 is locked firmly and avoid accidents, the sleeve locking components 14 are multiple groups, and the multiple groups of sleeve locking components 14 are evenly distributed along the circumference of the sleeve 11.

[0098] It should be noted that the manufacturing and assembly process of the above-mentioned foundation pile 1 is as follows: the sleeve 11 is first processed, and the recess 123 and the pin hole 1101 are directly processed on the sleeve 11 when the sleeve 11 is processed, and the first ribs 1211 are pre-welded to the sleeve 11 in pairs to form the installation groove 121, and the second ribs 1311 are pre-welded to the sleeve 11 in pairs to form the slideway 131, and the slider 132, the stopper 133 and the bayonet 143 are also pre-welded to the sleeve 11, and then the eccentric weight 122 is installed in the installation groove 121; during assembly, the sleeve 11 is erected so that the eccentric weight The block 122 naturally droops under the action of gravity, and the sleeve 11 is installed layer by layer from the outside to the inside. After each layer of sleeve 11 is installed, the locking pin 141 is passed through the sleeve 11 and is snapped into the bayonet 143 of the outer adjacent sleeve 11. The spring 1422 is then installed between the baffle 1421 of the locking pin 141 and the inner wall of the sleeve 11 of that layer. The locking pin 141 is pressed outward and then installed into the inner adjacent sleeve 11. The locking pin 141 is pressed against the outer wall of the inner adjacent sleeve 11 under the action of the spring 1422. In this way, the sleeve 11 is assembled layer by layer from the outside to the inside to complete the assembly of the foundation pile 1.

[0099] In addition, if Figure 1As shown, in this embodiment, the mooring device 3 includes multiple anchor cables and multiple anchors; one end of the anchor cable is connected to the pontoon 2, and multiple anchor cables are distributed around the pontoon 2; the anchors are connected one by one to the end of the anchor cable facing away from the pontoon 2, and are used to fix the anchor cable to the seabed mud surface. Through the cooperation of the anchor cable and the anchor, the plane position of the pontoon 2 can be fixed in the early stage of construction. During high and low tides, according to the changes in the plane position of the pontoon 2, the anchor cables in various directions can be retracted and extended, and the displacement of the pontoon 2 can be controlled to always be within the allowable deviation range. Preferably, the mooring device 3 includes an intelligent cable adjustment system to adjust the length and tension of each anchor cable in real time, reduce the deviation of the plane position of the pontoon 2, and optimize the force on the anchor cable.

[0100] like Figure 10 As shown, based on the above-mentioned pile foundation wharf, the present invention also provides a method for constructing a pile foundation wharf, comprising the following steps:

[0101] (1) Connect multiple foundation piles 1 to the bottom of the pontoon 2, with the sleeves 11 in the foundation piles 1 in a non-extracted sleeve state, float the pontoon 2 to a preset position, and use the anchoring device 3 to fix the plane position of the pontoon 2 at the preset position.

[0102] In this step, it should be noted that by connecting the tops of all sleeves 11 of the foundation pile 1 to the bottom of the pontoon 2, or by connecting the top of the outermost sleeve 11 to the bottom of the pontoon 2, and connecting the other sleeves 11 to the sleeves 11 of the adjacent outer layer, all sleeves of the foundation pile 1 can be placed in a stowed state, which is convenient for floating. It should be noted that when the sleeve locking assembly 14 is provided between two adjacent layers of sleeves 11, and the sleeve locking assembly 14 includes the locking pin 141, the driving member 142 and the bayonet 143, that is, when the outer sleeve 112 is automatically released by the locking pin 141, it is only necessary to connect the top of the outermost sleeve 11 and the top of the innermost sleeve 11 to the bottom of the pontoon 2 to achieve the complete stowage of the sleeves 11.

[0103] (2) Part of the sleeve 11 of the foundation pile 1 is released, so that the inner sleeve 111 descends relative to the outer sleeve 112 until the pile tip of the innermost sleeve 11 is inserted into the seabed mud surface.

[0104] It should be noted that when releasing the sleeve 11 of the foundation pile 1, it is preferred to release the sleeve 11 layer by layer from the inside to the outside. At the same time, in order to improve construction efficiency, the step of releasing the sleeve 11 is performed synchronously for all foundation piles 1. When the above-mentioned limiting assembly 13 and sleeve locking assembly 14 are provided between two adjacent layers of sleeves 11, and the limiting assembly 13 includes the above-mentioned slide 131, slider 132 and stopper 133, and the sleeve locking assembly 14 includes the above-mentioned locking pin 141, driving member 142 and bayonet 143, it is only necessary to release the innermost sleeve 11 to make the innermost sleeve 11 descend relative to the outer sleeve 112. When the innermost sleeve 11 descends to the lowest position, the slider 132 on the outer wall of the innermost sleeve 11 and the stopper 133 on the inner wall of the adjacent outer sleeve 112 counteract each other to limit the further descent of the innermost sleeve 11. At the same time, the locking pin 141 that passes through the wall of the outer sleeve 112 adjacent to the innermost sleeve 11 is inserted into the pin hole 1101 of the innermost sleeve 11 and disengaged from the bayonet 143 of the outermost sleeve 113, so as to lock the innermost sleeve 11 and release the outer sleeve 112. Similarly, the sleeve 11 is released layer by layer from the inside to the outside. When the pile tip of the innermost sleeve 11 is inserted into the seabed mud surface, the seabed mud surface supports the sleeve 11 of the foundation pile 1, so that the sleeve 11 stops descending. The foundation pile 1 damps the movement of the pontoon 2 under the action of hydrodynamics, reduces the movement of the pontoon 2, and preliminarily forms the conditions for berthing.

[0105] (3) When the tide is low, the pontoon 2 uses its gravity to press the foundation pile 1 into the seabed mud layer 4; when the tide is high, the pontoon 2 floats up and continues to release the sleeve 11 that is in the un-extracted sleeve state, so that the pontoon 2 drives the outer sleeve 112 of the foundation pile 1 to rise relative to the inner sleeve 111.

[0106] In this step, it should be noted that when continuing to release the sleeves 11 of the pile 1, it is still preferred to release the sleeves 11 layer by layer from the inside to the outside, and at the same time, the step of releasing the sleeves 11 is still performed simultaneously on all the piles 1. It should be noted that when the tide is low, due to the support of the pile 1, the buoyancy of the pontoon 2 will lose the buoyancy of the water. At the same time, because the outer sleeve 112 of the pile 1 cannot fall relative to the inner sleeve 111, that is, the pile length of the pile 1 cannot be retracted, therefore, under the action of the gravity of the pontoon 2, the pile 1 will be pressed into the seabed mud layer 4, achieving the groundbreaking and sinking of the pile. When the tide is high, the pontoon 2 is again affected by the buoyancy of the water. When the tide is high, the pontoon 2 will float up. Since the pile 1 is fixed in the seabed mud layer 4, at this time, the sleeve 11 is released. Since the sleeve 11 cannot fall, the outer sleeve 112 will be lifted relative to the inner sleeve 111, thereby extending the pile 1.

[0107] It should also be noted that, in order to accelerate the sinking of the foundation pile 1 and improve the stability of the pontoon 2 at low tide, it is preferred that the pontoon 2 be loaded (for example, by injecting loading water into the pontoon 2 or placing a load on the pontoon 2) at low tide to increase the weight of the pontoon 2. In order to increase the buoyancy of the pontoon 2 at high tide, thereby stretching the foundation pile 1 as much as possible and completing the pile sinking operation as quickly as possible, it is preferred that the load on the pontoon 2 be removed at high tide to allow the pontoon 2 to float.

[0108] (4) Repeat step (3) with the ebb and flow of the tide until the foundation pile 1 no longer sinks with the ebb and flow of the tide.

[0109] In this step, it should be noted that as the pile sinking operation progresses during low and high tide, the cross-sectional bending and shear strength of the foundation pile 1 and the bearing capacity of the single pile both increase with increasing depth in the ground. Ultimately, when the foundation pile 1 no longer sinks, the pile foundation wharf reaches stability.

[0110] It should also be noted that after pile 1 stops sinking with the ebb tide, the silt within sleeve 11 of pile 1 is cleaned and concrete is poured into it to make pile 1 a rigid pile. It should be noted that to facilitate the cleaning of silt within sleeve 11 of pile 1, an openable cover or opening can be pre-installed at the connection between pontoon 2 and pile 1. It should also be noted that before pouring concrete, a steel cage can be lowered into sleeve 11 of pile 1. After pouring concrete, the pile foundation pier becomes a permanent pier.

[0111] The above-mentioned method for constructing a pile-foundation wharf has a short construction period and can realize the construction of a pile-foundation wharf under conditions where the pile length and pile sinking depth cannot be determined in advance. In addition, the construction process maximizes the use of natural forces such as seawater buoyancy, tides, and wave pushing, thereby achieving energy conservation and emission reduction.

[0112] Finally, it should be noted that the various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the various embodiments can be referenced to each other.

[0113] The above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit the same. Although the present invention has been described in detail with reference to preferred embodiments, persons skilled in the art should understand that the specific implementation methods of the present invention may still be modified or some technical features may be replaced by equivalents without departing from the spirit of the technical solutions of the present invention, and all of these should fall within the scope of the technical solutions claimed for protection by the present invention.

Claims

1. A method for constructing a pile foundation wharf, characterized in that: The pile foundation wharf includes: floating tank; An anchoring device connected between the buoyancy box and the seabed mud layer; A plurality of foundation piles are arranged at the bottom of the pontoon; the foundation piles include: A multi-section sleeve, wherein the multiple sections are sequentially sleeved from the inside out; in each adjacent section of the sleeve, the inner sleeve can be lowered axially relative to the outer sleeve; the bottom end of the innermost sleeve forms a pile tip, and the top of the outermost sleeve is connected to the bottom of the buoyancy tank; the sleeves other than the outermost sleeve are detachably connected to the adjacent outer sleeve or to the bottom of the buoyancy tank; A one-way locking assembly connected between two adjacent sleeve sections, used to limit the axial downward movement of the outer sleeve relative to the inner sleeve; The construction method includes the following steps: (1) Connecting a plurality of foundation piles to the bottom of the pontoon, with the sleeves in the foundation piles in a sleeved state, floating the pontoon to a preset position, and fixing the plane position of the pontoon at the preset position using the anchoring device; (2) releasing part of the sleeve of the foundation pile, causing the inner sleeve to descend relative to the outer sleeve until the pile tip of the innermost sleeve is inserted into the seabed mud surface; (3) When the tide is low, the buoyancy box uses its gravity to press the foundation pile into the seabed mud layer; when the tide is high, the buoyancy box floats up and continues to release the sleeve in the sleeve state that has not been withdrawn, so that the buoyancy box drives the outer sleeve of the foundation pile to rise relative to the inner sleeve; (4) Repeat step (3) with the ebb and flow of the tide until the foundation piles no longer sink with the ebb and flow of the tide.

2. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the pile foundation wharf, the one-way locking assembly includes: A mounting groove is provided on the inner wall of the outer sleeve or the outer wall of the inner sleeve and extends along the axial direction of the sleeve; A plurality of eccentric weight blocks are distributed in the mounting slot, one end of each eccentric weight block is rotatably connected to the mounting slot, and the eccentric weight block can freely rotate relative to the mounting slot; A plurality of recesses are provided in the wall of the sleeve adjacent to the mounting groove, the recesses are distributed along the axial direction of the sleeve, and the shape of the recesses matches the shape of the end of the eccentric weight block away from the mounting groove so that the eccentric weight block can slide in.

3. The method for constructing a pile foundation wharf according to claim 2, characterized in that: In the pile foundation wharf, when the installation groove is provided on the inner wall of the outer sleeve, the recess is opened on the outer wall of the inner sleeve, the top surface of the recess is an inclined surface, and the bottom surface of the recess is a horizontal surface; when the installation groove is provided on the outer wall of the inner sleeve, the recess is opened on the inner wall of the outer sleeve, the top surface of the recess is a horizontal surface, and the bottom surface of the recess is an inclined surface.

4. The method for constructing a pile foundation wharf according to claim 2, characterized in that: In the pile foundation wharf, the plurality of eccentric weights are evenly distributed along the axial direction of the sleeve, and the plurality of recesses are evenly distributed along the axial direction of the sleeve. The distribution spacing of the eccentric weights is not equal to the distribution spacing of the recesses.

5. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the pile foundation wharf, the foundation piles further include a limiting assembly, which is connected between two adjacent sections of the sleeves and is used to limit the lowest position of the inner sleeve relative to the outer sleeve.

6. The method for constructing a pile foundation wharf according to claim 5, characterized in that: In the pile foundation wharf, the limiting component includes: a slideway, which is provided on the inner wall of the outer sleeve and extends along the axial direction of the outer sleeve; a slider, which is arranged on the outer wall of the inner sleeve and close to the top edge of the inner sleeve, and the slider is slidably connected to the slideway; a stopper, which is arranged in the slideway and located at the lower part of the outer sleeve, and the stopper is located below the slider; When the inner sleeve descends to the lowest position relative to the outer sleeve, the sliding block abuts against the stop block.

7. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the pile foundation wharf, the foundation pile further includes a sleeve locking assembly, which is connected between two adjacent sections of the sleeve and is used to lock the outer sleeve and the inner sleeve.

8. The method for constructing a pile foundation wharf according to claim 7, characterized in that: In the pile foundation wharf, the sleeve locking assembly includes: a locking pin, the locking pin being slidably connected to the wall of the outer sleeve, the locking pin extending radially along the outer sleeve and being reciprocating relative to the outer sleeve along the radial direction of the outer sleeve, and a pin hole for inserting the locking pin being formed in the wall of the inner sleeve; a driving member, used for driving the locking pin to insert into the pin hole; When the inner sleeve descends to the lowest position relative to the outer sleeve, the locking pin is aligned with the pin hole, and the driving member drives the locking pin to be inserted into the pin hole.

9. The method for constructing a pile foundation wharf according to claim 8, characterized in that: In the pile foundation wharf, the driving member includes: a blocking piece connected to the outer periphery of the locking pin; a spring connected between the inner wall of the outer sleeve and the baffle; When the inner sleeve has not reached the lowest position, the spring is in a compressed state so that the inner end of the locking pin rests against the outer wall of the inner sleeve; when the inner sleeve drops to the lowest position relative to the outer sleeve, the spring restores its length so that the inner end of the locking pin is inserted into the pin hole.

10. The method for constructing a pile foundation wharf according to claim 8, characterized in that: In the pile foundation wharf, the locking pin is passed through the wall of the outer sleeve, and the inner wall of the outer sleeve adjacent to the outer sleeve is provided with a bayonet; when the inner sleeve has not reached the lowest position, the outer end of the locking pin is engaged with the bayonet; when the inner sleeve descends to the lowest position relative to the outer sleeve, the locking pin is inserted into the pin hole and the outer end of the locking pin is disengaged from the bayonet.

11. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the pile foundation wharf, the mooring device includes: a plurality of anchor cables, one end of each anchor cable being connected to the buoyancy box, and the plurality of anchor cables being distributed around the buoyancy box; A plurality of anchors are connected one by one to the end of the anchor cable facing away from the buoyancy box, and are used to fix the anchor cable to the seabed mud surface.

12. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the steps (2) and (3), when releasing the pile foundation sleeve, the sleeve is released layer by layer from the inside to the outside.

13. The method for constructing a pile foundation wharf according to claim 1 or 12, characterized in that: In the steps (2) and (3), the sleeve releasing step is performed on all the foundation piles simultaneously.

14. The method for constructing a pile foundation wharf according to claim 1, characterized in that: In the step (3), at low tide, the buoyancy box is loaded to increase its weight; at high tide, the load on the buoyancy box is removed to allow the buoyancy box to float.

15. The method for constructing a pile foundation wharf according to claim 1, characterized in that: After the foundation pile stops sinking with the ebb tide, the method further includes cleaning the mud and sand in the sleeve of the foundation pile and pouring concrete into it.

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