Floating wharf structure, construction method and design method

Abstract

The invention relates to the technical field of port construction, and provides a pontoon structure, a construction method and a design method. The pile bodies are used for limiting the plane displacement of the wharf boat, limiting pieces are arranged on the pile bodies, and the limiting pieces are used for limiting the sinking displacement of the wharf boat; the telescopic piece is connected to the pile body, and the telescopic piece is used for limiting the floating displacement of the wharf boat. The structure breaks the restricting factors of the construction operation environment of the existing floating wharf, can be suitable for the situation that the wave height greatly exceeds the standard construction condition in an open sea area without arranging a breakwater, is wider in applicability compared with the existing floating wharf, and has important popularization significance and good application prospects.

Description

Technical Field

[0001] The invention relates to the technical field of port engineering, in particular to a floating dock structure, a construction method and a design method. Background Art

[0002] The construction location of the yacht floating dock should be inside a well-sheltered harbor, the wind and waves should be less than 0.5m, and the seabed depth should be about 4-6m to ensure the structural safety of the floating dock itself.

[0003] However, most sea areas under natural conditions do not meet the above environmental requirements for building floating docks. In order to meet the environmental requirements for building floating docks in the existing technology, it is necessary to build breakwaters to block the wind and waves in the open sea. However, the additional construction of breakwaters is costly and time-consuming, and regular repair work is difficult and costly. It will also change the natural flow pattern of coastal currents, thereby affecting the distribution of sediments and the morphology of the beach, and having a great impact on the local marine environment and the aesthetics of the building. Summary of the invention

[0004] The purpose of the present invention is to solve the problem in the prior art that most sea areas have to build costly and time-consuming breakwaters to meet the environmental requirements for building floating docks, and to provide a floating dock structure, construction method and design method.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is:

[0006] In a first aspect, a floating dock structure comprises:

[0007] pontoon;

[0008] A pile body, wherein the pile body has a plurality of pile bodies, and the pile body is used to limit the plane displacement of the pontoon. The pile body is provided with a limiter, and the limiter is used to limit the displacement of the pontoon sinking;

[0009] A telescopic member is connected to the pile body and is used to limit the displacement of the pontoon when floating.

[0010] The floating dock structure described in the present invention is adopted, the pontoon is used as the main body of the floating dock, and the pile body is used as the limiting component of the plane displacement of the pontoon, and a basis can be provided for the installation of the telescopic member and the limit member. The cooperation of the limit member and the telescopic member can not only limit the vertical displacement of the pontoon, but also reduce the requirements of the floating dock on the diameter and strength of the pile, and reduce the difficulty and cost of pile foundation construction. The combination of the three can avoid any of the components from being damaged under the action of strong winds and waves, resulting in limit failure. At the same time, it can well adapt to the large water level difference caused by strong winds and waves, improve the operation capacity and comfort of the floating body, have a certain moving space, and can also play a role in protecting the structure under wind and waves, breaking the restrictive factors of the existing floating dock construction and operation environment, and can be applicable to the situation in the open sea where the wave height greatly exceeds the standard construction conditions without setting up a breakwater. Compared with the existing floating dock, it has wider applicability and has important promotion significance and good application prospects.

[0011] Preferably, the telescopic member includes a first elastic telescopic member and a second elastic telescopic member, and the maximum length of the first elastic telescopic member is greater than the maximum length of the second elastic telescopic member.

[0012] It improves the operational capability and comfort of the floating body and helps to dissipate energy in wind and waves.

[0013] Further preferably, the first elastic telescopic member comprises a first elastic member and an anchor chain which are connected to each other.

[0014] Further preferably, the elastic stiffness coefficient of the first elastic member is greater than the elastic stiffness coefficient of the second elastic telescopic member.

[0015] By using two telescopic parts of different lengths to constrain the upward displacement of the pontoon, it can better adapt to the impact of future sea level rise and meet the changes in high and low water level differences of the meter level. It can ensure that there is sufficient downward constraint at high water levels, and the pontoon will not be unable to float due to excessive elastic coefficient at low water levels. It effectively solves the environmental problems of significant water level changes (the design high and low water level difference is more than 1m), complex wave conditions and large wave heights (more than 3m), and further ensures the normal operation of the floating dock in the absence of a breakwater and its safety under extreme working conditions.

[0016] Preferably, the pile body comprises at least two segments, and the diameter of the segment located at the upper side is smaller than or equal to the diameter of the segment located at the lower side.

[0017] Further preferably, the pile body comprises two sections, the two sections are a first pile body at the top and a second pile body at the bottom, the first pile body and the second pile body are both steel tube concrete piles, the steel pipe of the first pile body extends into the steel pipe of the second pile body, the concrete of the first pile body and the second pile body are cast as one, and steel bars are provided inside the first pile body and the second pile body.

[0018] The above-mentioned setting can effectively reduce the size of the part of the pile exposed above the water surface, avoid the pile body being unable to meet the strength requirements due to the long cantilever, avoid the construction of a huge platform to raise the port elevation, and meet the aesthetic and functional requirements of the yacht dock, reduce the occupation of the deck area of ​​the floating dock, and save the amount of pile foundation. The strength of the pile foundation can also be guaranteed. It is particularly suitable for the construction and operation of floating docks in deep water and steep slopes (more than 20m). On the basis of ensuring the safety of the structure in extreme weather, it greatly enhances the operational stability and comfort of the floating dock, breaking the dilemma that conventional floating dock structures cannot be built in strong winds and waves, deep water and steep slopes. In addition, the segmented design structure can reduce the deadweight of a single segment, thereby reducing the difficulty of pile sinking.

[0019] Further preferably, the second pile body is located at a water depth of less than 5 m, and the limiting member is located at the first pile body.

[0020] Further preferably, one end of the telescopic member connected to the pile body is located at the connection between two adjacent segments.

[0021] Preferably, a buffer component is provided on the side of the limiting member facing the pontoon.

[0022] Preferably, the pontoon is a steel structure, and the interior of the pontoon is filled with fillers.

[0023] Since there is no breakwater, the traditional concrete pontoon or aluminum alloy pontoon will be destroyed due to its own insufficient strength under strong wind and waves, and will not capsize due to water ingress or uneven weighting of the hull. Steel pontoons can better resist the impact of wind and waves. Filling inside further enhances the performance of wind and wave resistance, and can also avoid water ingress caused by hull damage under strong wind and waves. It can also effectively prevent corrosion and extend the service life of the structure. The filling material can be selected according to factors such as economy, construction convenience, and environmental friendliness, such as block foam materials, mud, etc.

[0024] Further preferably, a plurality of pile grippers are embedded in the outer wall of the pontoon, the upper portion of the pile body is located in the pile grippers, and the side walls of the pile grippers are provided with fenders.

[0025] An embedded pile gripper is made in the pontoon to integrate the two, and a fender is installed to form a flexible embedded pile gripper to avoid damage to the existing pile gripper due to rigid connection and limited strength under strong wind and wave conditions. Compared with traditional pile grippers, it is not only stronger but also collision-proof.

[0026] Preferably, the pile bodies are located on both side surfaces of the pontoon and an end surface close to the shore.

[0027] In a second aspect, a construction method of a floating dock structure is applied to a floating dock structure as described above, comprising the following steps:

[0028] S1. Construction of pile bodies: construction of all sections of the pile bodies on the shore side, and construction of all sections of the remaining pile bodies below the water surface;

[0029] S2. Towing and installation of pontoon;

[0030] S3, constructing the remaining sections of the pile body;

[0031] S4. Install telescopic parts to complete the construction of the floating dock.

[0032] The pile body on the shore side is the pile body on the shore side.

[0033] By adopting the construction method of a floating dock structure described in the present invention, the pile body on the shore side can be used as the positioning for the installation of the pontoon. Before the pontoon is in place, all the underwater sections of the remaining pile bodies are constructed, which is convenient for piling, and is beneficial to improving construction efficiency and reducing construction difficulty. The remaining pile bodies have not been installed with sections exposed above the water surface, so that the pontoon can be installed by towing, so there is no need for a large crane ship for installation, which is beneficial to reducing costs. After the pontoon is installed in place, the remaining sections of the remaining pile bodies are installed. In addition, there is a difference in the cross-sectional dimensions of the upper and lower sections. Because the allowable value of the pile sinking error of the uppermost section is larger, the construction difficulty can be reduced.

[0034] In a third aspect, a design method for a floating dock structure is applied to a floating dock structure as described above or to a floating dock constructed using the construction method of the floating dock structure as described above, comprising the following steps:

[0035] a. Establish a three-dimensional fluid model of the floating dock structure according to the proposed parameters of the floating dock structure;

[0036] b. Define the water body size and water depth of the three-dimensional fluid model according to the size of the pontoon and the water depth at its location; determine the stiffness of the telescopic parts, limiters and piles; determine the boundary conditions of the three-dimensional fluid model and the unit size of the three-dimensional fluid; determine the wave direction and wave model;

[0037] c. Carry out three-dimensional fluid dynamics time-history analysis for verification. If the verification meets the requirements, the design of the floating dock is completed.

[0038] The construction method of a floating dock structure described in the present invention can not only realize the synchronous construction of loose piles and rigid piles, but also provide effective isolation and protection for the two, ensure the construction quality and anti-liquefaction requirements of the composite pile foundation, greatly shorten the construction period, reduce the equipment occupancy time, and reduce the project cost. In addition, removing the inner tube first and then the outer tube can better limit the deformation of the outer soil, reduce the soil disturbance when the inner tube is pulled out, and is more beneficial to the pile quality.

[0039] The design method of a floating dock structure described in the present invention can truly reflect the actual environmental conditions of the offshore floating dock, and can accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraints of the pile body and the telescopic member. The analysis is accurate and the results are reliable, thereby effectively ensuring the wind and wave resistance of the pontoon at different water levels, and is effectively applicable to the construction and operation environment in the open sea where the wave height greatly exceeds the standard construction conditions.

[0040] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0041] 1. The floating dock structure described in the present invention can prevent any component therein from being damaged under the action of strong winds and waves, thereby preventing the limit failure. At the same time, it can well adapt to the large water level difference caused by strong winds and waves, thereby improving the operational capacity and comfort of the floating body. It not only has a certain moving space, but also can play a role in protecting the structure under wind and waves, breaking the constraints of the existing floating dock construction and operation environment. It can be used in open sea areas without setting up breakwaters and in situations where the wave height greatly exceeds the standard construction conditions. Compared with the existing floating docks, it has a wider applicability and has important promotion significance and good application prospects.

[0042] 2. By adopting the construction method of a floating dock structure described in the present invention, the pile body on the shore side can be used as the positioning for the installation of the pontoon. The remaining pile bodies are constructed in all underwater sections before the pontoon is in place, which is convenient for piling, and is beneficial to improving construction efficiency and reducing construction difficulty. The remaining pile bodies have not been installed with sections exposed above the water, so that the pontoon can be installed by towing, so there is no need for a large crane ship for installation, which is beneficial to reducing costs. After the pontoon is installed in place, the remaining sections of the remaining pile bodies are installed. In addition, there is a difference in the cross-sectional dimensions of the upper and lower sections. Because the allowable value of the pile sinking error of the uppermost section is larger, the construction difficulty can be reduced.

[0043] 3. The design method of a floating dock structure described in the present invention can truly reflect the actual environmental conditions of the offshore floating dock, and can accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraints of the pile body and the telescopic member. The analysis is accurate and the results are reliable, thereby effectively ensuring the wind and wave resistance of the pontoon at different water levels, and is effectively applicable to the construction and operation environment in the open sea where the wave height greatly exceeds the standard construction conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 is a schematic diagram of a planar structure of a floating dock structure in Example 1;

[0045] Figure 2 is a schematic elevational structural diagram of the pile gripper of Example 1;

[0046] Figure 3 This is a schematic diagram of the facade structure of a floating dock structure in Example 1 Figure 1 (Design minimum water level);

[0047] Figure 4 yes Figure 3 A local enlarged schematic diagram in FIG.

[0048] Figure 5 This is a schematic diagram of the facade structure of a floating dock structure in Example 1 Figure 2 (Designed maximum water level);

[0049] Figure 6 yes Figure 5 A local enlarged schematic diagram in FIG.

[0050] Figure 7 is the three-dimensional fluid calculation model in Example 3;

[0051] Figure 8 is the calculation model water body and size in Example 3;

[0052] Fig. 9 is the random wave in Example 3;

[0053] Fig.10 It is the uniform wave in Example 3.

[0054] Figure numerals: 1- pontoon; 11- fender; 2- pile body; 21- first pile body; 22- second pile body; 23- limiter; 24- buffer member; 31- first elastic telescopic member; 311- first elastic member, 312- anchor chain; 313- first geogrid layer; 32- second elastic telescopic member. DETAILED DESCRIPTION

[0055] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0056] In order to make the purpose, technical scheme and advantages of the present invention more clear, the present invention is further described in detail below in conjunction with test examples and specific implementation methods. However, this should not be understood as the scope of the above-mentioned subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0057] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0058] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0059] In addition, the expressions “first”, “second”, “third”, etc. that appear in the terms are merely descriptions used to distinguish the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0060] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0061] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0062] Example 1

[0063] like Figure 1-Figure 6 As shown, a floating dock structure adopted in this embodiment includes:

[0064] Pontoon 1;

[0065] A pile body 2, wherein the pile body 2 has a plurality of pile bodies 2 and is used to limit the plane displacement of the pontoon 1. A limiter 23 is provided on the pile body 2 and is used to limit the displacement of the pontoon 1 when sinking;

[0066] A telescopic member is connected to the pile body 2 and is used to limit the displacement of the pontoon 1 when floating.

[0067] P1 and P2 represent Figure 1 The two leftmost piles 2, P3 and P4 represent Figure 1 The two leftmost piles 2, P3 and P4 represent Figure 1 The two piles 2 on the left side of the middle part, P5-P8 represent Figure 1 The four piles on the center right 2.

[0068] In some embodiments, the pontoon 1 may be a steel structure, a steel-concrete structure, a concrete structure, etc. The outer wall is provided with an anti-corrosion layer.

[0069] In some embodiments, the interior of the pontoon 1 may be filled with fillers. The interior of the pontoon 1 may be divided into compartments or not, and the interior is filled with fillers. In the case of compartments, different compartments may be connected or independent of each other, and the filling materials may be selected according to factors such as economy, construction convenience, and environmental friendliness, such as block foam materials, mud, and the like.

[0070] If strips of foam are laid in the cabin, the gaps between the foam strips and the steel buoys can also be filled with a high-efficiency foaming agent and laid from the inside to the outside.

[0071] The number, position, diameter, depth and other parameters of the pile body 2 are set according to actual needs.

[0072] In some embodiments, the pile body 2 may be a monolithic pile, such as Figure 3 The mooring pile on the left side of the middle barge 1 (i.e. Figure 1 P1 and P2 in the figure), it can also be assembled in sections, such as the pile body 2 can include at least two sections, the diameter of the section located at the top is equal to the diameter of the section located at the bottom, such as Figure 3 The second pile 2 from the left (i.e. Figure 1 P3 and P4 in the figure), the diameter of the segment located above is smaller than the diameter of the segment located below, such as Figure 3 The two piles 2 on the right side (i.e. Figure 1 P5-P8 in the text).

[0073] In some embodiments, the pile body 2 may include two segments, the two segments being an upper first pile body 21 and a lower second pile body 22. Figure 3 As for the pile on the right side, both the first pile body 21 and the second pile body 22 are steel tube concrete piles. The steel tube of the first pile body 21 extends into the steel tube of the second pile body 22. The concrete of the first pile body 21 and the second pile body 22 are cast as one. Steel bars are also provided inside the first pile body 21 and the second pile body 22.

[0074] In some embodiments, the second pile body 22 is located below a water depth of 5 m, that is, when the water depth does not exceed 5 m, the second pile body 22 may not be segmented, and a whole pile structure may be used. Even if a whole pile structure is used, the portion of the corresponding pile body 2 to be exposed above the water surface is consistent with the diameter of the portion of the remaining segmented pile body 2 exposed above the water surface. The stopper 23 may be located on the first pile body 21.

[0075] In some embodiments, the pile gripper ( Figure 3-6 The pile grippers (not shown) may be embedded or protruding, such as a plurality of pile grippers embedded in the outer wall of the pontoon 1, such as Figure 1-2 As shown, the upper part of the pile body 2 is located in the pile gripper, and the side wall of the pile gripper is provided with a fender 11, and the number of fenders 11 is set as required. The pile gripper with an embedded structure is made in the pontoon 1, so that the two are integrated, and the fender is installed to form a flexible embedded pile gripper, so as to avoid the existing pile gripper from being damaged due to rigid connection and limited strength under strong wind and wave conditions. Compared with the traditional pile gripper, it is not only stronger but also collision-proof.

[0076] In some embodiments, the piles 2 may be located around the pontoon 1, or may be arranged only on the two side surfaces of the pontoon 1 and the end surface close to the shore, such as Figure 1 shown.

[0077] In some embodiments, the stopper 23 may be a bracket structure, such as Figure 3-6 As shown, it can also be set as an annular structure. The position of the limiter 23 on the pile body 2 is set according to the displacement limitation requirement.

[0078] In some embodiments, a buffer member 24 is provided on the side of the limiting member 23 facing the pontoon 1. The buffer member 24 may be a flexible rubber member, a pulley structure, or a combination thereof.

[0079] In some embodiments, the telescopic member may be a rigid member, a semi-rigid member or an elastic member.

[0080] In some embodiments, the telescopic member includes a first elastic telescopic member 31 and a second elastic telescopic member 32, the maximum length of the first elastic telescopic member 31 is greater than the maximum length of the second elastic telescopic member 32, the difference in length is set according to the water level difference, and the elastic telescopic member can be a member that realizes telescopic movement through elasticity, or can be formed by combining a separate elastic structure and a telescopic structure. The elasticity of the elastic telescopic member is determined according to the change in the water level difference and the preset requirements for future sea level rise.

[0081] In some embodiments, the first elastic telescopic member 31 includes a first elastic member 311 and an anchor chain 312 that are connected to each other. The first elastic member 311 and the anchor chain 312 are arranged in series, and the upper and lower positional relationship between the first elastic member 311 and the anchor chain 312 is not limited.

[0082] In some embodiments, the elastic stiffness coefficient of the first elastic member 311 is greater than the elastic stiffness coefficient of the second elastic telescopic member 32 .

[0083] like Figure 3-4 As shown, at the lowest water level, both the first elastic telescopic member 31 and the second elastic telescopic member 32 have no tension, and the anchor chain 312 is in a free state; as the water level rises, the second elastic telescopic member 32 is subjected to tension, thereby preventing the pontoon 1 from floating up too quickly and violently, and the elastic stiffness coefficient of the second elastic telescopic member 32 is relatively small, which can ensure that the pontoon 1 can effectively float when the water level changes slightly. As the water level continues to rise, the anchor chain 312 is tightened, the first elastic member 311 is subjected to tension, and works together with the second elastic telescopic member 32 to ensure sufficient flexible downward constraint, such as at the highest water level. Figure 5-6 Considering the future sea level rise during the service life, both the first elastic stretch member 31 and the second elastic stretch member 32 may have an elongation margin at a preset maximum water level.

[0084] By constraining the upward displacement of the pontoon 1 by two telescopic parts of different lengths, it can better adapt to the impact of future sea level rise and meet the changes in high and low water level differences of the meter level. It can ensure that there is sufficient downward constraint at high water levels, and the pontoon 1 will not be unable to float due to excessive elastic coefficient at low water levels. It effectively solves the environmental problems of significant water level changes (the design high and low water level difference is more than 1m), complex wave conditions and large wave heights (more than 3m), and further ensures the normal operation of the floating dock in the absence of a breakwater and its safety under extreme working conditions.

[0085] In some embodiments, the installation position of the telescopic member on the pile body 2 is not limited, and it can be set below the limiting member 23. Of course, the limiting member 23 can also be used as an installation platform.

[0086] In some embodiments, when the pile body 2 is a multi-segment structure, the number of segments is determined according to factors such as water depth, cost, and construction difficulty. The limiter 23 can be set on the uppermost segment, and the telescopic member can connect the connection between two adjacent segments, such as Figure 3-6 shown.

[0087] A floating dock structure described in the present invention is adopted, a pontoon 1 is used as the main body of the floating dock, and a pile body 2 is used as a limiting component for the plane displacement of the pontoon 1, and a basis can be provided for the installation of a telescopic member and a limit member 23. The limit member 23 and the telescopic member can cooperate to limit the vertical displacement of the pontoon 1, and can reduce the requirements of the floating dock on the diameter and strength of the pile, and reduce the difficulty and cost of pile foundation construction. The combination of the three can avoid any of the components from being damaged under the action of strong winds and waves, resulting in limit failure, and at the same time can well adapt to the large water level difference caused by strong winds and waves, improve the operation capacity and comfort of the floating body, have a certain moving space, and can also play a role in protecting the structure under wind and waves, breaking the constraints of the existing floating dock construction and operation environment, and can be applied to open sea areas without setting up breakwaters and situations where the wave height greatly exceeds the standard construction conditions. Compared with the existing floating docks, it has wider applicability and has important promotion significance and good application prospects.

[0088] Example 2

[0089] A construction method of a floating dock structure, applied to a floating dock structure as in Example 1, comprises the following steps:

[0090] S1, constructing the pile body 2, constructing all sections of the pile body 2 located on the shore side, and constructing all sections of the remaining pile bodies 2 located below the water surface;

[0091] S2, towing and installing pontoon 1;

[0092] S3, constructing the remaining sections of the pile body 2;

[0093] S4. Install telescopic parts to complete the construction of the floating dock.

[0094] Before construction, GPS can be used to place points at sea for all pile positions and two temporary anchor blocks, and buoys can be used as markers. Divers can conduct underwater surveys of the marked positions before construction, and take photos and videos of the actual underwater positions and surrounding conditions to ensure that good construction conditions are available on site.

[0095] Import the coordinate data of each pile position into the GPS positioning device. The coordinate data must be reviewed and confirmed before it can be imported for construction. Clarify the measurement control points used at the construction site. The total station and GPS will compare and check the coordinates of the control points, and ensure that the positioning coordinates of the GPS positioning system used for piling are consistent with the actual measured coordinates of the total station. Check that the elevation points are measured to a stable position near the construction site, and the elevation measurement is carried out according to the third-class leveling measurement method and requirements.

[0096] After the pile-driving ship is towed to the site by the anchor boat, the GPS is temporarily fixed in the middle of the positioning frame, and then the pile-driving ship is initially positioned according to the designed pile position. After the pile-driving ship moves to the vicinity of the designed pile position, the anchor boat is used to throw the anchor block connected to the pile-driving ship by the anchor rope, and the pile-driving barge moves the ship for precise positioning by retracting and releasing the anchor rope through the winch.

[0097] In some embodiments, Figure 1 As shown, the pile bodies 2 on the shore side are P1 and P2, and any one of the pile bodies 2 of P3 and P4 can be constructed additionally, or P1 and P2 can be combined with other pile bodies 2, as long as it does not affect the transport of the pontoon 1. The remaining pile bodies 2 are only constructed in the sections below the water surface, that is, the sections except the top.

[0098] The steel pipes of the pile bodies 2 on the shore side (i.e., P1 and P2) and the steel pipes of the sub-water sections of the remaining pile bodies 2 (i.e., P3-P8) can be constructed first, and then the pile bodies 2 on the shore side (i.e., P1 and P2) and the steel cages of the pile bodies 2 with different diameters in the upper and lower sections (i.e., P5-P8) can be cast. After the pontoon 1 is in place, the steel pipes of the sections of the remaining pile bodies 2 (i.e., P3-P8) exposed to the water are installed, and the steel cages of the remaining pile bodies 2 (i.e., P3-P8) are lowered and cast.

[0099] In some embodiments, if the diameters of the two segments P3 and P4 are the same, the upper segment can be used as a substitute for the pile driving of the lower segment. The remaining segment piles can be replaced by auxiliary piles and removed after the rotary drilling and cleaning of the hole is completed.

[0100] When sinking piles, two auxiliary points are taken out from the pile driving ship according to the designed pile position in the CAD drawing. The angle between the two points and the pile center is 90°, and the distance between the two points and the pile center is equal. When the vibrating hammer is driving the steel pipe pile, the vertical distance from the two auxiliary points to the steel pipe pile is always checked to calculate the deviation of the steel pipe pile and timely detect the deviation of the pile body, so as to adjust the direction of the pile driving in time.

[0101] Then the pontoon 1 is installed by towing. It can be towed to the designated location by an auxiliary ship. However, since the pontoon is relatively large in length and width and has been equipped with auxiliary facilities, the anchor position of the cable for towing by the auxiliary ship can be selected in the long direction of the pontoon 1, and the auxiliary ship and the pontoon 1 are towed parallelly. The pile gripper of the pontoon 1 is slowly inserted into the pile body 2 to reduce the damage of the pontoon 1 to the pile body 2.

[0102] When the pontoon 1 is installed, in order to ensure the stability of the hull and the accurate positioning of the hull, in addition to the piles, it is necessary to set additional anchor cables and a winch to adjust the position of the pontoon 1. Temporary fixation can be achieved by anchoring the pontoon 1 on the shore side, the piles 2 (i.e., P1 and P2) on the shore side, and temporary anchor blocks.

[0103] Afterwards, the sections of the other pile bodies 2 that will be exposed above the water surface, ie, the uppermost sections, are constructed.

[0104] A limiting member 23 is pre-arranged before the pile body 2 is launched into the water.

[0105] Then install each telescopic member separately.

[0106] By adopting the construction method of a floating dock structure described in the present invention, the pile body on the shore side can be used as the positioning for the installation of the pontoon. Before the pontoon is in place, all the underwater sections of the remaining pile bodies are constructed, which is convenient for piling, and is beneficial to improving construction efficiency and reducing construction difficulty. The remaining pile bodies have not been installed with sections exposed above the water surface, so that the pontoon can be installed by towing, so there is no need for a large crane ship for installation, which is beneficial to reducing costs. After the pontoon is installed in place, the remaining sections of the remaining pile bodies are installed. In addition, there is a difference in the cross-sectional dimensions of the upper and lower sections. Because the allowable value of the pile sinking error of the uppermost section is larger, the construction difficulty can be reduced.

[0107] Example 3

[0108] A design method for a floating dock structure, applied to a floating dock structure as in Example 1 or applied to a floating dock constructed using the construction method of a floating dock structure in Example 2, comprises the following steps:

[0109] a. Establish a three-dimensional fluid model of the floating dock structure according to the proposed parameters of the floating dock structure;

[0110] b. Define the water body size and water depth of the three-dimensional fluid model according to the size of the pontoon and the water depth at its location; determine the stiffness of the telescopic member, the limit member 23 and the pile body 2; determine the boundary conditions of the three-dimensional fluid model and the unit size of the three-dimensional fluid; determine the wave direction and wave model;

[0111] c. Carry out three-dimensional fluid dynamics time-history analysis for verification. If the verification meets the requirements, the design of the floating dock is completed.

[0112] A design calculation model is established using the three-dimensional fluid dynamics software widely recognized in the industry, such as FLOW-3D, etc. The model includes the actual position, size and bulk density of the pontoon 1, the position, length and size of the pile body 2, and the position and size of the support on the pile body 2 for supporting the telescopic member, such as Figure 7As shown. In FLOW-3D, select the analysis module, define the analysis time, and the algorithm convergence criteria. The three-dimensional model can also be generated using computer-aided three-dimensional modeling software and then input into FLOW-3D.

[0113] In the FLOW-3D design calculation model, the water body size and water depth of the calculation model are defined according to the size of the pontoon 1 and the water depth at the location, such as Figure 8 As shown, the still water surface is the blue plane.

[0114] If the telescopic member adopts the first elastic telescopic member 31 and the second elastic telescopic member 32, the model can be simulated by springs. The two end points of the two groups of long and short springs are defined. One end point is on the pontoon 1, and the other end point is on the support of the pile body 2.

[0115] According to the physical properties of the material, determine and input two sets of long and short spring constants. The spring constant is calculated from the tension and deformation of the elastic cable. The lateral constraints of the pile 2 and fender 11 on the pontoon 1 are simulated using springs. The lateral displacement stiffness of the pile 2 and fender 11 is calculated and applied to the model. The lateral displacement stiffness of the pile 2 can be determined based on the characteristic parameters of the geology and the lateral load-displacement curve of the pile 2. The lateral displacement stiffness of the fender 11 is determined based on the material properties of the fender 11. FLOW-3D is based on the input constraints and spring constants.

[0116] Boundary conditions and three-dimensional fluid unit size are applied to the FLOW-3D design calculation model, and a three-dimensional fluid unit size sensitivity analysis is performed to determine an appropriate three-dimensional fluid unit size.

[0117] In the FLOW-3D design calculation model, wave information, wave direction and adopted wave model are defined. Multiple wave conditions are considered, including 50-year return waves and Downtime waves. 50-year return waves are random waves (JONSWAP spectrum), such as Fig. 9 As shown, Downtime waves are uniform waves, such as Fig.10 shown.

[0118] Perform three-dimensional fluid dynamics time history analysis and calculation. Output and organize the calculation results. Determine whether the design is reasonable based on the analysis results. The result verification includes the displacement of pontoon 1, the shear force of the pile foundation, and the tension verification of the two sets of long and short telescopic parts. These tension, shear and displacement values ​​are calculated by three-dimensional fluid dynamics time history analysis, and the calculation results should be less than the allowable values. If not satisfied, re-establish the design calculation model or adjust the design appropriately for re-analysis. The allowable displacement value of pontoon 1 is determined according to the situation of the floating dock project. The allowable shear force of the pile foundation is determined according to the size, length and material of the pile body 2. The allowable tension value of the elastic member can be determined according to the value provided by the manufacturer.

[0119] According to the analysis results, the local strength of the floating dock is checked. The strength of the connection between the pontoon 1 and the pile 2, and between the pontoon 1 and the two sets of long and short telescopic parts is checked. The strength check includes the stress within the allowable value and the welding strength meets the requirements. See the table below.

[0120] Tension verification of expansion joints and shear verification of piles

[0121]

[0122] According to the above table, the maximum required capacity ratio of the tension of the second elastic expansion member 32 is 0.800, the maximum required capacity ratio of the tension of the first elastic expansion member 31 is 0.658, and the maximum required capacity ratio of the shear force of the pile body 2 is 0.732. It can be seen from the above analysis results that the design is reasonable and can meet the different strength requirements of the system.

[0123] Where P1 and P2 represent Figure 1 The two leftmost piles 2, P3 and P4 represent Figure 1 The two leftmost piles 2, P3 and P4 represent Figure 1 The two piles 2 on the left side of the middle part, P5-P8 represent Figure 1 The four piles on the center right 2.

[0124] The design method of a floating dock structure described in the present invention can truly reflect the actual environmental conditions of the offshore floating dock, and can accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraints of the pile body and the telescopic member. The analysis is accurate and the results are reliable, thereby effectively ensuring the wind and wave resistance of the pontoon at different water levels, and is effectively applicable to the construction and operation environment in the open sea where the wave height greatly exceeds the standard construction conditions.

[0125] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A floating dock structure, characterized in that: Include: Pontoon (1); A pile body (2), wherein the pile body (2) has a plurality of pile bodies (2), and the pile body (2) is used to limit the plane displacement of the pontoon (1). A limiting member (23) is provided on the pile body (2), and the limiting member (23) is used to limit the displacement of the pontoon (1) when it sinks; A telescopic member, the telescopic member is connected to the pile body (2), and the telescopic member is used to limit the displacement of the pontoon (1) when floating upward.

2. A floating dock structure according to claim 1, characterized in that: The telescopic member comprises a first elastic telescopic member (31) and a second elastic telescopic member (32), wherein the maximum length of the first elastic telescopic member (31) is greater than the maximum length of the second elastic telescopic member (32).

3. A floating dock structure according to claim 2, characterized in that: The first elastic telescopic member (31) comprises a first elastic member (311) and an anchor chain (312) which are connected to each other, and the elastic stiffness coefficient of the first elastic member (311) is greater than the elastic stiffness coefficient of the second elastic telescopic member (32).

4. A floating dock structure according to any one of claims 1 to 3, characterized in that: The pile body (2) comprises at least two segments, and the diameter of the segment located at the top is smaller than or equal to the diameter of the segment located at the bottom.

5. A floating dock structure according to claim 4, characterized in that: The pile body (2) comprises two sections, the two sections are a first pile body (21) at the top and a second pile body (22) at the bottom, the first pile body (21) and the second pile body (22) are both steel tube concrete piles, the steel tube of the first pile body (21) extends into the steel tube of the second pile body (22), the concrete of the first pile body (21) and the second pile body (22) are cast in one piece, the first pile body (21) and the second pile body (22) are both provided with steel bars, the second pile body (22) is located at a water depth of less than 5 m, and the limiter (23) is located at the first pile body (21).

6. A floating dock structure according to claim 4, characterized in that: One end of the telescopic member connected to the pile body (2) is located at the connection point of two adjacent segments.

7. A floating dock structure according to claim 4, characterized in that: The pontoon (1) is a steel structure, and the interior of the pontoon (1) is filled with fillers.

8. The floating dock structure according to claim 4, characterized in that: A plurality of pile grippers are embedded in the outer wall of the pontoon (1), the upper part of the pile body (2) is located in the pile grippers, and the side walls of the pile grippers are provided with fenders (11).

9. A construction method for a floating dock structure, characterized in that: A floating dock structure as claimed in any one of claims 4 to 8 comprises the following steps: S1, constructing a pile body (2), wherein the pile body (2) located on the shore side is constructed in all sections, and the remaining pile bodies (2) are constructed in all sections located below the water surface; S2, towing and installing the pontoon (1); S3, constructing the remaining sections of the pile body (2); S4. Install telescopic parts to complete the construction of the floating dock.

10. A method for designing a floating dock structure, characterized in that: The method is applied to a floating dock structure according to any one of claims 1 to 8 or to a floating dock constructed by using a construction method of a floating dock structure according to claim 9, comprising the following steps: a. Establish a three-dimensional fluid model of the floating dock structure according to the proposed parameters of the floating dock structure; b. Define the water body size and water depth of the three-dimensional fluid model according to the size of the pontoon and the water depth at its location; Determine the stiffness of the telescopic member, the limiting member (23) and the pile body (2); determine the boundary conditions of the three-dimensional fluid model and the unit size of the three-dimensional fluid; determine the wave direction and wave model; c. Carry out three-dimensional fluid dynamics time-history analysis for verification. If the verification meets the requirements, the design of the floating dock is completed.

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