Floating pier structure, construction method and design method

Abstract

The application relates to the technical field of port construction, and provides a floating pier structure, a construction method and a design method, a floating pier structure comprising a pontoon, a plurality of pile bodies, the pile bodies being used for limiting the planar displacement of the pontoon, a limiting piece being arranged on the pile body, the limiting piece being used for limiting the displacement of the sinking of the pontoon, and an expansion piece being connected to the pile body, the expansion piece being used for limiting the displacement of the floating of the pontoon. The structure breaks the restriction factors of the construction and operation environment of the existing floating pier, can be applied to the case that the wave height greatly exceeds the standard construction condition in the open sea without setting a wave protection dike, has wider applicability compared with the existing floating pier, and has important popularization significance and good application prospect.

Description

Technical Field

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

[0002] The construction location of a yacht floating dock should be within a well-protected harbor basin, where the waves are less than 0.5m and the seabed depth is 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-mentioned environmental requirements for building floating docks. In order to meet the environmental requirements for building floating docks, it is necessary to build breakwaters to block the wind and waves of the open sea. However, building breakwaters is very expensive and time-consuming. Regular maintenance is difficult and costly. It will also change the natural flow pattern of the coastal current, thereby affecting the distribution of sediments and the shape of the beach, and having a significant impact on the local marine environment and the aesthetics of buildings. Summary of the Invention

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

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] Firstly, a floating dock structure comprising:

[0007] pontoon;

[0008] The pile body has several pile bodies, which are used to limit the planar displacement of the barge. The pile body is provided with a limiting member, which is used to limit the sinking displacement of the barge.

[0009] An expansion joint is connected to the pile body and is used to limit the displacement of the pontoon as it floats upward.

[0010] The floating dock structure described in this invention uses a pontoon as the main body of the floating dock, and piles as the limiting components for the pontoon's planar displacement. These piles also provide a foundation for the installation of expansion joints and limiting components. The combination of limiting and expansion joints not only restricts the vertical displacement of the pontoon but also reduces the requirements for the diameter and strength of the piles, lowering the difficulty and cost of pile foundation construction. This combination prevents any single component from failing under the influence of strong winds and waves, thus avoiding limiting failure. Simultaneously, it can adapt well to large water level changes caused by strong winds and waves, improving the operational capability and comfort of the floating body. It provides a certain degree of mobility while also protecting the structure under wind and waves. This breaks through the constraints of existing floating dock construction and operation environments, allowing it to be used in open seas where wave heights greatly exceed standard construction conditions without the need for breakwaters. Compared to existing floating docks, its applicability is much wider, with significant promotional value and promising application prospects.

[0011] Preferably, the telescopic member includes a first elastic telescopic member and a second elastic telescopic member, wherein 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 also helps to reduce energy in wind and waves.

[0013] More preferably, the first elastic telescopic member includes a first elastic element and an anchor chain that are interconnected.

[0014] More preferably, the elastic stiffness coefficient of the first elastic element is greater than the elastic stiffness coefficient of the second elastic expansion element.

[0015] By using two telescopic components 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 requirements of meter-level changes in water level. It can ensure sufficient downward constraint at high water levels and prevent the pontoon from being unable to float due to excessive elasticity coefficient at low water levels. It effectively solves the environmental problems of significant water level changes (design water level difference of more than 1m), complex wave conditions and large wave height (more than 3m), and further ensures the normal operation of the floating dock and its safety under extreme working conditions without a breakwater.

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

[0017] More preferably, the pile body comprises two segments, namely an upper first pile body and a lower second pile body. Both the first pile body and the second pile body are steel-concrete composite 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 is cast integrally. Both the first pile body and the second pile body are provided with reinforcing bars.

[0018] By adopting the above-mentioned design, the size of the portion of the pile exposed above the water surface can be effectively reduced, avoiding the inability of the pile to meet strength requirements due to excessive cantilever length. This also avoids the need to construct a massive platform to raise the harbor basin elevation, satisfying both the aesthetic and functional requirements of a yacht marina, reducing the encroachment on the floating dock's deck area, saving on pile foundation usage, and ensuring pile strength. This design is particularly suitable for the construction and operation of floating docks in deep water and steep slopes (exceeding 20m). While ensuring structural safety under extreme weather conditions, it greatly enhances the operational stability and comfort of the floating dock, overcoming the limitation of conventional floating dock structures being unsuitable for construction in high winds, deep water, and steep slopes. Furthermore, the segmented design reduces the self-weight of individual segments, thereby reducing the difficulty of pile driving.

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

[0020] More preferably, one end of the expansion joint that connects to the pile body is located at the junction of two adjacent segments.

[0021] Preferably, the limiting member has a buffer component on the side facing the barge.

[0022] Preferably, the barge is a steel structure and its interior is filled with filler material.

[0023] Because they lack breakwaters, traditional concrete or aluminum alloy floats would fail under high winds and waves due to insufficient strength, nor would they capsize due to water ingress or uneven hull weight distribution. Steel pontoons, on the other hand, offer better resistance to wind and waves. Their interiors are filled with materials to further enhance their wave resistance, prevent water ingress caused by hull damage under high winds and waves, and effectively prevent corrosion, extending the structure's service life. The filling materials can be selected based on factors such as economy, ease of construction, and environmental friendliness, and may include block foam materials or silt.

[0024] More preferably, a plurality of pile holders are embedded in the outer wall of the pontoon, the upper part of the pile is located inside the pile holder, and the side wall of the pile holder is provided with a guardrail.

[0025] By embedding the pile driver into the pontoon, the two are integrated into one unit, and a fender is installed to form a flexible embedded pile driver. This avoids the damage of existing pile drivers due to rigid connections and limited strength under high wind and waves. Compared with traditional pile drivers, it is not only stronger but also collision-resistant.

[0026] Preferably, the pile is located on both sides of the pontoon and on the end face near the shore.

[0027] Secondly, a construction method for a floating dock structure, applied to the floating dock structure described above, includes the following steps:

[0028] S1, Construction piles, including all segments of the piles located on the shore side, and all other segments of the piles located below the water surface;

[0029] S2. Towing and installing the barge;

[0030] S3. Construct the remaining segments of the pile body;

[0031] S4. Install expansion joints to complete the construction of the floating dock.

[0032] The piles on the shore side are those closest to the shore.

[0033] The construction method of the floating dock structure described in this invention allows the shore-side piles to serve as the positioning for the pontoon installation. All underwater segments of the remaining piles are constructed before the pontoon is in place, facilitating pile driving, improving construction efficiency, and reducing construction difficulty. The remaining segments of the piles not exposed above the waterline can be towed to install the pontoon, eliminating the need for large crane vessels and reducing costs. Furthermore, the remaining segments of the piles are installed after the pontoon is in place. The difference in cross-sectional dimensions between the upper and lower segments allows for a larger allowable error in the pile driving of the uppermost segment, further reducing construction difficulty.

[0034] Thirdly, a design method for a floating dock structure, applied to a floating dock structure as described above or to a floating dock constructed using the construction method described above, includes the following steps:

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

[0036] b. Define the water volume dimensions and water depth of the 3D fluid model based on the size of the pontoon and the water depth at its location; determine the stiffness of the expansion joints, limiting joints, and piles; determine the boundary conditions of the 3D fluid model and the element dimensions of the 3D fluid; determine the wave direction and wave model;

[0037] c. Conduct 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 for a floating dock structure described in this invention enables simultaneous construction of both loose piles and rigid piles, while providing effective isolation and protection for both. This ensures the construction quality and liquefaction resistance requirements of the composite pile foundation, significantly shortens the construction cycle, reduces equipment occupancy time, and lowers project costs. Furthermore, removing the inner pipe before the outer pipe better limits soil deformation on the outer side and reduces soil disturbance during the removal of the inner pipe, which is more beneficial to the quality of pile formation.

[0039] The design method for a floating dock structure described in this invention can accurately reflect the actual environmental conditions of the floating dock at sea. It can accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraint of piles and expansion joints. The analysis is precise and the results are reliable, thus effectively ensuring the pontoon's wind and wave resistance performance at different water levels. Therefore, it is effectively applicable to construction and operation environments in open sea areas where wave heights greatly exceed 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 this invention avoids the failure of any component due to damage caused by strong winds and waves, while also adapting well to large water level changes caused by strong winds and waves. This improves the operational capability and comfort of the floating body, providing both a certain degree of mobility and structural protection under wind and waves. It breaks through the constraints of the existing floating dock construction and operation environment, and can be used in open sea areas where wave heights greatly exceed the standard construction conditions without the need for breakwaters. Compared with existing floating docks, it has a wider range of applicability and has significant promotional value and good application prospects.

[0042] 2. The construction method of the floating dock structure described in this invention allows the shore-side piles to serve as the positioning for the pontoon installation. All underwater segments of the remaining piles are constructed before the pontoon is in place, facilitating pile driving, improving construction efficiency, and reducing construction difficulty. The remaining segments of the piles not exposed above the waterline can be towed to install the pontoon, eliminating the need for large crane vessels and reducing costs. Furthermore, after the pontoon is in place, the remaining segments of the piles are installed. The difference in cross-sectional dimensions between the upper and lower segments allows for a larger allowable error in the pile driving of the uppermost segment, further reducing construction difficulty.

[0043] 3. The design method of the floating dock structure described in this invention can truly reflect the actual environmental conditions of the floating dock at sea, accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraint of the piles and expansion joints, and the analysis is accurate and reliable. This effectively ensures the pontoon's wind and wave resistance performance at different water levels, and is therefore effectively applicable to construction and operation environments in open sea areas where wave heights greatly exceed the standard construction conditions. Attached Figure Description

[0044] Figure 1 This is a schematic diagram of the plan view of a floating dock structure according to Embodiment 1;

[0045] Figure 2 This is a schematic diagram of the elevation structure of the pile driver in Example 1;

[0046] Figure 3 This is a schematic diagram of the elevation structure of a floating dock structure according to Embodiment 1. Figure 1 (Design minimum water level);

[0047] Figure 4 yes Figure 3 A magnified view of a portion of the image;

[0048] Figure 5 This is a schematic diagram of the elevation structure of a floating dock structure according to Embodiment 1. Figure 2 (Design maximum water level);

[0049] Figure 6 yes Figure 5 A magnified view of a portion of the image;

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

[0051] Figure 8 The calculation model water body and dimensions are shown in Example 3;

[0052] Figure 9 It is the random wave in Example 3;

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

[0054] Reference numerals: 1-pontoon; 11-fender; 2-pile; 21-first pile; 22-second pile; 23-limiting component; 24-buffer component; 31-first elastic expansion component; 311-first elastic component; 312-anchor chain; 313-first geogrid layer; 32-second elastic expansion component. Detailed Implementation

[0055] The present invention will now be described in detail with reference to the accompanying drawings.

[0056] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to experimental examples and specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of this invention to the following embodiments; all technologies implemented based on the content of this invention fall within the scope of this invention.

[0057] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0058] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0059] Furthermore, the use of terms such as "first," "second," "third," etc. in terminology is merely for distinguishing identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0060] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as 2, 3, 4, 5, 6, 7, 8, or 9, and can even exceed nine.

[0061] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0062] Example 1

[0063] like Figures 1-6 As shown, the floating dock structure used in this embodiment includes:

[0064] 1 barge;

[0065] The pile body 2 has several pile bodies 2, which are used to limit the planar displacement of the barge 1. The pile body 2 is provided with a limiting member 23, which is used to limit the sinking displacement of the barge 1.

[0066] The telescopic component is connected to the pile body 2 and is used to limit the displacement of the pontoon 1 as it floats.

[0067] P1 and P2 represent Figure 1 The two leftmost piles, P2, P3, and P4, represent Figure 1 The two leftmost piles, P2, P3, and P4, represent Figure 1 The two piles, P5-P8, are located slightly to the left of the center. Figure 1 The four piles are slightly to the right of center 2.

[0068] In some embodiments, the barge 1 can be a steel structure, a steel-concrete composite structure, a concrete structure, etc. An anti-corrosion layer is provided on the outer wall.

[0069] In some embodiments, the interior of the barge 1 may be filled with filler material. The interior of the barge 1 may be divided into compartments or not, and the interior may be filled with filler material. In the case of compartments, different compartments may be connected or independent. The filler material may be selected based on factors such as economy, ease of construction, and environmental friendliness, such as block foam material, mud, etc.

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

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

[0072] In some embodiments, the pile body 2 can be a monolithic pile, such as...Figure 3 The port-side bollard of pontoon 1 (i.e. Figure 1 P1 and P2 in the text can also be assembled in segments. For example, pile 2 can contain at least two segments, where the diameter of the upper segment is equal to the diameter of the lower segment. Figure 3 The second pile from the left, 2 (i.e. Figure 1 In the case of P3 and P4), the diameter of the upper segment is smaller than the diameter of the lower segment, such as... Figure 3 The two piles on the right side 2 (i.e. Figure 1 (P5-P8 in the text).

[0073] In some embodiments, the pile body 2 may comprise two segments, namely an upper first pile body 21 and a lower second pile body 22, as shown below. Figure 3 The pile on the right side of the pile, the first pile body 21 and the second pile body 22 are both steel pipe concrete piles, the steel pipe of the first pile body 21 extends into the steel pipe 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, and the first pile body 21 and the second pile body 22 are also provided with reinforcing bars.

[0074] In some embodiments, the second pile 22 is located in water depths of less than 5m. That is, when the water depth does not exceed 5m, it can be a whole pile structure without segmentation. Even if a whole pile structure is used, the diameter of the portion of the pile 2 that is exposed above the water surface is consistent with the diameter of the portion of the remaining segmented pile 2 that is exposed above the water surface. The limiting member 23 can be located on the first pile 21.

[0075] In some embodiments, a pile driver ( Figures 3-6 (Not shown) can be embedded or protruding, such as several pile drivers embedded in the outer wall of a pontoon 1, for example. Figures 1-2 As shown, the upper part of the pile body 2 is located inside the pile gripper, and the side wall of the pile gripper is provided with fenders 11, the number of which is set as needed. The pile gripper is embedded in the pontoon 1, making the two integrated, and the installation of fenders forms a flexible, embedded pile gripper. This avoids the damage of existing pile grippers due to rigid connections and limited strength under high winds and waves, and is not only stronger than traditional pile grippers but also collision-resistant.

[0076] In some embodiments, the piles 2 may be located around the pontoon 1, or may be arranged only on the two sides and the end face near the shore of the pontoon 1, such as... Figure 1 As shown.

[0077] In some embodiments, the limiting member 23 may adopt a bracket structure, such as... Figures 3-6 As shown, it can also be configured as a circumferential structure. The position of the limiting member 23 on the pile body 2 is set according to the displacement restriction requirements.

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

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

[0080] In some embodiments, the expansion joint includes a first elastic expansion joint 31 and a second elastic expansion joint 32. The maximum length of the first elastic expansion joint 31 is greater than the maximum length of the second elastic expansion joint 32. The difference in length is set according to the water level difference. The elastic expansion joint can be a component that achieves expansion and contraction through elasticity, or it can be formed by combining a separate elastic structure and an expansion structure. The elasticity of the elastic expansion joint is determined according to changes in 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 connected to each other. The first elastic member 311 and the anchor chain 312 are arranged in series and their vertical positional relationship 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 expansion member 32.

[0083] like Figures 3-4 As shown, at the lowest water level, neither the first elastic expansion member 31 nor the second elastic expansion member 32 is under tension, and the anchor chain 312 is in a free state. As the water level rises, the second elastic expansion member 32 is under tension, thus preventing the pontoon 1 from rising too quickly or violently. The elastic stiffness coefficient of the second elastic expansion member 32 is relatively small, ensuring that the pontoon 1 can effectively rise even with small changes in water level. As the water level continues to rise, the anchor chain 312 tightens, and the first elastic member 311 is under tension, working together with the second elastic expansion member 32 to ensure sufficient flexible downward restraint. At the highest water level, as... Figures 5-6 As shown. Taking into account future sea level rise during the service life, both the first elastic expansion member 31 and the second elastic expansion member 32 have elongation margins at the preset maximum water level.

[0084] By using two telescopic components of different lengths to constrain the upward displacement of the pontoon 1, it can better adapt to the impact of future sea level rise and meet the requirements of meter-level high and low water level differences. It can ensure sufficient downward constraint at high water levels and prevent the pontoon 1 from being unable to float due to excessive elasticity coefficient at low water levels. It effectively solves the environmental problems of significant water level changes (design high and low water level difference of more than 1m), complex wave conditions and large wave height (more than 3m), and further ensures the normal operation of the floating dock and safety under extreme working conditions without the construction of a breakwater.

[0085] In some embodiments, the installation position of the expansion joint 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 based on factors such as water depth, cost, and construction difficulty. The limiting member 23 can be installed on the uppermost segment, and the expansion joint can connect the joints of adjacent segments, such as... Figures 3-6 As shown.

[0087] The floating dock structure described in this invention uses a pontoon 1 as the main body of the floating dock, and piles 2 as the limiting components for the planar displacement of the pontoon 1. These piles also provide a foundation for the installation of expansion joints and limiting components 23. The combination of limiting components 23 and expansion joints not only restricts the vertical displacement of the pontoon 1, but also reduces the requirements for the diameter and strength of the piles, lowering the difficulty and cost of pile foundation construction. The combination of these three components prevents any one of them from failing under the influence of strong winds and waves, thus avoiding limiting failure. Simultaneously, it can adapt well to large water level changes caused by strong winds and waves, improving the operational capability and comfort of the floating body. It provides a certain degree of mobility and also serves as a structural protector under wind and waves. This breaks through the constraints of existing floating dock construction and operation environments, allowing it to be used in open sea areas where wave heights greatly exceed standard construction conditions without the need for breakwaters. Compared to existing floating docks, its applicability is much wider, and it has significant promotional value and good application prospects.

[0088] Example 2

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

[0090] S1, Construction pile 2, all segments of the pile 2 located on the shore side are constructed, and the remaining segments of the pile 2 are all located below the water surface;

[0091] S2. Tow and install barge 1;

[0092] S3. Construct the remaining segments of the pile body 2;

[0093] S4. Install expansion joints to complete the construction of the floating dock.

[0094] Before construction, GPS can be used to mark the locations of all piles and the two temporary anchor blocks at sea, with buoys as markers. Divers can then conduct underwater surveys of the marked locations, taking photos and videos of the actual underwater positions and surrounding conditions to ensure that the site has favorable construction conditions.

[0095] Import the coordinate data of each pile location into the GPS positioning device. The coordinate data must be reviewed and confirmed to be correct before it can be imported for construction. Clearly define the measurement control points to be used on the construction site. Use the total station and GPS to compare and verify the coordinates of the control points, ensuring that the positioning coordinates of the GPS positioning system used for pile driving are consistent with the actual measured coordinates of the total station. Verify that the elevation points have been transferred to stable locations near the construction site. Elevation measurements should be conducted according to the methods and requirements of third-order leveling.

[0096] After the piling vessel is towed to the site by the anchor boat, the GPS is temporarily fixed in the middle of the positioning frame. Then, the piling vessel is initially positioned according to the designed pile location. After the piling vessel moves to the vicinity of the designed pile location, the anchor boat drops anchor blocks that are fixed to the piling vessel by anchor ropes. The piling barge moves the vessel to achieve precise positioning by using a winch to raise and lower the anchor ropes.

[0097] In some embodiments, such as Figure 1 As shown, the piles 2 on the shore side are P1 and P2. Either P3 or P4 can be additionally constructed, or P1 and P2 can be combined with other piles 2, as long as it does not affect the placement of the pontoon 1. The remaining piles 2 are only constructed in the sections below the water surface, i.e., all sections except the uppermost one.

[0098] First, construct the steel pipe sections (P1 and P2) of pile 2 on the shore side and the submerged sections of the remaining pile 2 (P3-P8). Then, pour the reinforcing cages (P5-P8) for the pile 2 on the shore side (P1 and P2) and the pile 2 sections with different diameters. After the pontoon 1 is in place, install the exposed sections of the steel pipes for the remaining pile 2 (P3-P8), and lower and pour the reinforcing cages for the remaining pile 2 (P3-P8).

[0099] In some embodiments, such as when the two segments P3 and P4 have the same diameter, the upper segment can be used as a replacement for the lower segment in pile driving. The remaining segment piles can be replaced by auxiliary piles, which are removed after the rotary drilling and cleaning process is completed.

[0100] During pile driving, two auxiliary points on the pile driving vessel are located on the CAD drawing according to the designed pile position. The angle between the lines connecting these two points and the pile center point is 90°, and the distances from the two points to the pile center point are equal. During the process of driving the steel pipe pile with a vibratory hammer, the vertical distances from the two auxiliary points to the steel pipe pile are constantly checked to calculate the deviation of the steel pipe pile and to detect the pile body deviation in time, so as to adjust the pile driving direction in a timely manner.

[0101] Then, the pontoon 1 is installed by towing. An auxiliary vessel can be used to tow it to the designated location, but since the pontoon has a large length-to-width ratio and is already equipped with auxiliary facilities, the anchor point of the auxiliary vessel's towing cable can be selected along the long side of the pontoon 1, with the auxiliary vessel towing parallel to the pontoon 1. The pontoon 1's pile gripper is then slowly inserted into the pile 2 to minimize damage to the pile 2 caused by the pontoon 1.

[0102] During the installation of pontoon 1, in order to ensure the stability of the hull and the accurate positioning of the hull, in addition to the piles, it is also necessary to set up anchor cables for positioning and set up winches to adjust the position of pontoon 1. Temporary fixation can be achieved by anchoring pontoon 1 on the shore with ground anchors, and by using piles 2 (i.e., P1 and P2) on the shore and temporary anchor blocks.

[0103] After that, the sections of other piles 2 that will be exposed above the water surface will be constructed, that is, the uppermost section.

[0104] Limiting components 23 are pre-installed before the pile body 2 is lowered into the water.

[0105] Then install each expansion joint separately.

[0106] The construction method of the floating dock structure described in this invention allows the shore-side piles to serve as the positioning for the pontoon installation. All underwater segments of the remaining piles are constructed before the pontoon is in place, facilitating pile driving, improving construction efficiency, and reducing construction difficulty. The remaining segments of the piles not exposed above the waterline can be towed to install the pontoon, eliminating the need for large crane vessels and reducing costs. Furthermore, the remaining segments of the piles are installed after the pontoon is in place. The difference in cross-sectional dimensions between the upper and lower segments allows for a larger allowable error in the pile driving of the uppermost segment, further reducing construction difficulty.

[0107] Example 3

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

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

[0110] b. Define the water body dimensions and water depth of the three-dimensional fluid model based on the size of the pontoon and the water depth at its location; determine the stiffness of the expansion joint, limiting member 23 and pile 2; determine the boundary conditions of the three-dimensional fluid model and the element dimensions of the three-dimensional fluid; determine the wave direction and wave model;

[0111] c. Conduct 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 was established using widely recognized 3D fluid dynamics software, such as FLOW-3D. The model includes the actual position, dimensions, and unit weight of the pontoon 1; the position, length, and dimensions of the pile 2; and the position and dimensions of the supports on the pile 2 used to support the expansion joints. Figure 7As shown. In FLOW-3D, select the analysis module, define the analysis time, and the algorithm convergence criteria. The 3D model can also be generated using computer-aided 3D modeling software and then imported into FLOW-3D.

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

[0114] If the expansion joint uses a first elastic expansion joint 31 and a second elastic expansion joint 32, the model can be simulated using springs. Define the two endpoints of the two sets of springs, one long and one short. One endpoint is on the pontoon 1, and the other endpoint is on the support of the pile 2.

[0115] Based on the material's physical properties, two sets of spring constants (long and short) are determined and input. The spring constants are calculated from the tension and deformation of the elastic cable. The lateral constraints of pile 2 and fender 11 on pontoon 1 are simulated using springs. The lateral stiffness of pile 2 and fender 11 is calculated and applied to the model. The lateral stiffness of pile 2 can be determined based on geological characteristics and the lateral load-displacement curve of pile 2. The lateral stiffness of fender 11 is determined based on its material properties. FLOW-3D then applies the input constraints and spring constants.

[0116] Boundary conditions and three-dimensional fluid element dimensions are applied to the FLOW-3D design calculation model. A three-dimensional fluid element size sensitivity analysis is performed to determine suitable three-dimensional fluid element dimensions.

[0117] The FLOW-3D design calculation model defines wave information, wave direction, and the wave model used. Multiple wave conditions are considered, including 50-year return period waves and downtime waves. The 50-year return period wave is a random wave (JONSWAP spectrum), such as... Figure 9 As shown, Downtime waves are uniform waves, such as... Figure 10 As shown.

[0118] Perform three-dimensional fluid dynamics time history analysis calculations. Output and organize the calculation results. Determine the rationality of the design based on the analysis results. Result verification includes displacement of pontoon 1, pile foundation shear force, and tensile force verification of both long and short sets of expansion joints. These tensile force, shear force, 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 they do not meet the requirements, a new design calculation model should be established or the design should be appropriately adjusted for re-analysis. The allowable displacement value of pontoon 1 is determined based on the specific conditions of the floating dock project. The allowable shear force value of the pile foundation is determined based on the dimensions, length, and material of pile 2. The allowable tensile force value of the elastic joint can be determined based on the values ​​provided by the manufacturer.

[0119] Based on the analysis results, local strength calculations were performed on the floating dock. Strength calculations were conducted on the connections between pontoon 1 and pile 2, and between pontoon 1 and the two sets of expansion joints (long and short). The strength calculations included ensuring that the stress was within allowable values ​​and that the welding strength met requirements. See the table below.

[0120] Tensile force calculation of expansion joints and shear force calculation of piles

[0121]

[0122] According to the table above, the maximum required capacity ratio for the tensile force of the second elastic expansion joint 32 is 0.800, the maximum required capacity ratio for the tensile force of the first elastic expansion joint 31 is 0.658, and the maximum required capacity ratio for the shear force of the pile 2 is 0.732. The analysis results show 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, P2, P3, and P4, represent Figure 1 The two leftmost piles, P2, P3, and P4, represent Figure 1 The two piles, P5-P8, are located slightly to the left of the center. Figure 1 The four piles are slightly to the right of center 2.

[0124] The design method for a floating dock structure described in this invention can accurately reflect the actual environmental conditions of the floating dock at sea. It can accurately analyze the dynamic characteristics of the pontoon under different wave forces and the combined constraint of piles and expansion joints. The analysis is precise and the results are reliable, thus effectively ensuring the pontoon's wind and wave resistance performance at different water levels. Therefore, it is effectively applicable to construction and operation environments in open sea areas where wave heights greatly exceed the standard construction conditions.

[0125] The above are merely 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 within the protection scope of the present invention.

Claims

1. A floating pier structure, characterized by, The floating pier structure comprises: a pontoon (1); a pile body (2) having a plurality of pile bodies (2) for limiting the planar displacement of the pontoon (1), the pile body (2) being provided with a limiting piece (23) for limiting the displacement of the sinking of the pontoon (1); a telescopic piece connected to the pile body (2), the telescopic piece being used for limiting the displacement of the floating of the pontoon (1), the telescopic piece comprising a first elastic telescopic piece (31) and a second elastic telescopic piece (32), the maximum length of the first elastic telescopic piece (31) being greater than the maximum length of the second elastic telescopic piece (32), the first elastic telescopic piece (31) comprising a first elastic piece (311) and an anchor chain (312) connected to each other, the elastic stiffness coefficient of the first elastic piece (311) being greater than the elastic stiffness coefficient of the second elastic telescopic piece (32).

2. A floating pier structure according to claim 1, wherein The pile body (2) comprises at least two segments, the diameter of the upper segment being less than or equal to the diameter of the lower segment.

3. A floating pier structure according to claim 2, wherein The pile body (2) comprises two segments, a first pile body (21) at the upper part and a second pile body (22) at the lower part, the first pile body (21) and the second pile body (22) being both concrete-filled steel tube piles, the steel tube of the first pile body (21) extending into the steel tube of the second pile body (22), the concrete of the first pile body (21) and the second pile body (22) being integrally poured, the first pile body (21) and the second pile body (22) both being provided with steel bars, the second pile body (22) being located below the water depth of 5 m, and the limiting piece (23) being located in the first pile body (21).

4. A floating pier structure according to claim 2, wherein The end of the telescopic piece connected to the pile body (2) is located at the connection between the two adjacent segments.

5. A floating pier structure according to claim 2, wherein The pontoon (1) is a steel structure, and the interior of the pontoon (1) is filled with a filler.

6. A floating pier structure according to claim 2, wherein The outer wall of the pontoon (1) is embedded with a plurality of pile grippers, the upper part of the pile body (2) being located in the pile gripper, and the side wall of the pile gripper being provided with a fender (11).

7. A method of constructing a floating pier structure, characterized by, The floating pier structure is applied to any one of the floating pier structures according to claims 2-6, and comprises the following steps: S1, constructing the pile body (2), all segments of the pile body (2) located on the shore side are constructed, and the remaining segments of the pile body (2) are all located below the water surface; S2, transporting and installing the pontoon (1); S3, constructing the remaining segments of the pile body (2); S4, installing the telescopic piece, and completing the construction of the floating pier.

8. A method of designing a floating pier structure, characterized by, The floating pier structure is applied to any one of the floating pier structures according to claims 1-6 or the floating pier constructed by the construction method according to claim 7, and comprises the following steps: a. establishing a three-dimensional fluid model of the floating pier structure according to the parameters of the floating pier structure; b. defining the water body size and water depth of the three-dimensional fluid model according to the size of the pontoon and the water depth of the location; determining the stiffness of the telescopic piece, the limiting piece (23) and the pile body (2); determining the boundary conditions of the three-dimensional fluid model and the element size of the three-dimensional fluid; determining the wave direction and the wave model; c. The three-dimensional fluid dynamics time-history analysis is carried out to check the design, and if the check meets the requirements, the design of the floating pier is completed.

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