A wharf superstructure and method of construction thereof

Abstract

This invention relates to the field of wharf construction technology, and particularly to a wharf superstructure and its construction method. The wharf superstructure comprises several structural segments, each including a beam grid and a surface layer. The surface layer sits atop the beam grid, and a first expansion joint is formed between adjacent beam grids; a second expansion joint is formed between adjacent surface layers. The position of the second expansion joint corresponds to the position of the first expansion joint; the expansion and contraction directions of the first and second expansion joints are perpendicular to each other. This wharf superstructure, by correspondingly setting the first expansion joint between the beam grids and the second expansion joint between the surface layers, with their expansion and contraction directions perpendicular to each other, allows the beam grids to cope with horizontal stresses caused by water flow or berthing forces, and the surface layer to cope with vertical stresses caused by vehicle vibrations. This orthogonal and corresponding expansion and contraction design significantly improves the structure's adaptability to multi-directional deformation, ensures coordinated operation of the upper surface layer and the lower beam grid, and enhances overall stability.

Description

Technical Field

[0001] This invention relates to the field of wharf construction technology, and in particular to a wharf superstructure and its construction method. Background Technology

[0002] In the construction of high-pile slab girder wharves, the superstructure typically consists of panels, longitudinal beams, track beams, and transverse beams. Because the pile foundations of high-pile wharves are located in water, they are affected by tides and water flow fluctuations, requiring the superstructure to possess a certain relative displacement capacity to release the stress brought by the water flow. Simultaneously, the temperature in the water-adjacent area varies significantly, making the superstructure of high-pile slab girder wharves susceptible to thermal expansion and contraction due to temperature changes. To cope with the stress generated by changes in the external environment, the superstructure of existing high-pile slab girder wharves is usually divided into multiple structural sections during construction, with expansion joints installed between these sections to release stress.

[0003] However, current conventional high-pile slab girder wharf superstructures have design limitations, with their expansion joints often only able to accommodate deformation in a single direction. For example, some structures only allow lateral deformation while limiting longitudinal deformation, or vice versa. This unidirectional deformation design cannot adequately meet the multidirectional deformation requirements of high-pile slab girder wharves caused by the combined effects of water flow fluctuations, temperature changes, wind loads, ship berthing forces, and vibrations. Therefore, existing technologies still have significant room for improvement in stress relief and structural stability under complex environments, making it difficult to fully meet the requirements for long-term wharf use. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing expansion joints between structural sections in the construction of high-pile slab beam wharves, which have a single deformation direction and are difficult to adapt to the multi-directional deformation requirements under the combined action of multiple factors, and to provide a wharf superstructure and its construction method.

[0005] In a first aspect, the present invention provides a wharf superstructure comprising a plurality of structural segments, each structural segment including a beam grid and a surface layer, the surface layer being located above the beam grid, a first expansion joint being formed between adjacent beam grids; a second expansion joint being formed between adjacent surface layers; the position of the second expansion joint corresponding to the position of the first expansion joint; and the expansion direction of the first expansion joint being perpendicular to the expansion direction of the second expansion joint.

[0006] Traditional wharf superstructures typically allow deformation in only one direction (e.g., horizontal or vertical). When faced with stresses from multiple factors, this can easily lead to localized stress concentration, resulting in structural cracking or fatigue damage. The wharf superstructure provided by this invention, however, features corresponding expansion joints between the beam grids and between the surface layers, with their expansion directions perpendicular to each other. For example, the first expansion joint allows slight horizontal displacement but is restricted vertically, while the second expansion joint allows slight vertical displacement but is restricted horizontally. This allows the beam grids to cope with horizontal stresses caused by water flow or berthing forces, and the surface layer to cope with vertical stresses caused by vehicle vibrations. This orthogonal and corresponding expansion design significantly improves the structure's adaptability to multi-directional deformation, ensuring coordinated operation of the upper surface layer and the lower beam grids, and enhancing overall stability.

[0007] On the other hand, the corresponding positions of the first and second expansion joints ensure better coordination between the deformation of the beam grid and the surface layer, avoiding localized fatigue or cracks caused by misalignment deformation. For example, the expansion and contraction of the surface layer due to vibration will not generate additional shear force on the beam grid, and vice versa. This design reduces the probability of fatigue damage to the structure under complex marine environments (such as tides, temperature differences, and vibrations), extends the service life of the wharf, and reduces maintenance frequency and downtime losses, significantly reducing long-term maintenance costs.

[0008] Preferably, horizontal relative displacement can occur between adjacent beam grids, and vertical relative displacement can occur between adjacent surface layers.

[0009] The beam grid is located on the pier. The horizontal relative displacement between the beam grids can absorb the horizontal forces caused by water flow, wind load or ship berthing force, while the vertical relative displacement between the surface layers can cope with the vertical deformation caused by temperature changes, vehicle vibration, etc., so that the wharf can flexibly adapt to the multi-directional deformation requirements in complex environments, avoid stress accumulation in a single direction, and thus improve the overall flexibility and stability of the structure.

[0010] Preferably, the beam grid includes mutually perpendicular longitudinal beams and transverse beams, the extension direction of the longitudinal beams is consistent with the extension direction of the structural segment, one end of the longitudinal beam is a tenon, and the other end of the longitudinal beam is a mortise.

[0011] The design of the tenon and mortise allows for a certain degree of relative displacement when adjacent beams are connected longitudinally, especially in the horizontal direction. When subjected to horizontal forces such as water flow, wind load, or ship berthing force, the tenon can undergo slight displacement within the mortise, thereby releasing stress and avoiding stress concentration and structural damage that may result from rigid connections. Simultaneously, the interlocking structure of the tenon and mortise restricts excessive displacement (such as vertical displacement), ensuring the overall stability of the structure.

[0012] Preferably, the tenon is a strip-shaped protrusion extending along the extension direction of the crossbeam, and the tenon groove is a strip-shaped groove extending along the extension direction of the crossbeam.

[0013] The longitudinal beams extend in the same direction as the structural sections, which is similar to the direction of the coastline. The transverse beams extend perpendicularly to the longitudinal beams. The tenons and mortises extend in the same direction as the transverse beams. This design allows for better release of water flow and ship berthing stress, effectively absorbs and disperses external forces, and improves the safety and service life of the wharf.

[0014] Preferably, the short side of the surface layer has a sawtooth structure, and adjacent surface layers are joined together with concave and convex shapes.

[0015] The sawtooth structure, through its concave-convex interlocking, significantly increases the contact area between adjacent surface layers, thereby improving friction and interlocking force, making the connection more robust. The concave-convex interlocking effectively restricts the relative movement of the surface layers in the horizontal direction, preventing surface layer slippage or separation caused by external forces (such as ship berthing or water flow impact), thus enhancing the overall structural stability.

[0016] Preferably, the short side of the surface layer includes a plurality of staggered rectangular protrusions and rectangular recesses.

[0017] The staggered arrangement of rectangular protrusions and concave sections allows adjacent surface layers to fit tightly together, significantly increasing the contact area and thus enhancing friction and interlocking force, making the connection more robust. This fitting method effectively restricts the relative movement of the surface layers in the horizontal direction, preventing surface layer slippage or separation caused by external forces (such as ship berthing, water flow impact, or vehicle movement), thereby improving the overall structural stability.

[0018] Preferably, within the same structural segment, the protrusion is located between adjacent longitudinal beams, and the position of the recess corresponds to the position of the longitudinal beam.

[0019] With this arrangement, the protrusions are located between the longitudinal beams, and the concave parts correspond to the longitudinal beams. When the surface layer undergoes vertical relative displacement, the force can be promptly transmitted to the lower longitudinal beams. Because the mortise and tenon structure of the longitudinal beams is limited in the vertical direction but movable in the horizontal direction, it can better resist vertical stress. Similarly, when the beam grid undergoes horizontal relative displacement, the force on the beam grid can be promptly transmitted to the upper surface layer. Because the concave and convex joints of adjacent surface layers can move in the vertical direction but are limited in the horizontal direction, it can better resist horizontal stress and improve structural stability.

[0020] In a second aspect, the present invention provides a construction method for a wharf superstructure, used to form the aforementioned wharf superstructure, comprising the following steps:

[0021] S1: Cast-in-place beam grid, which includes mutually perpendicular longitudinal beams and transverse beams. The longitudinal beams extend in the same direction as the structural sections. One end of the longitudinal beam is a tenon, and the other end is a mortise.

[0022] S2: Install prefabricated panels, which are installed on the rectangular holes formed by two adjacent longitudinal beams and two transverse beams;

[0023] S3: Cast-in-place concrete at the joints between precast panels;

[0024] S4: Cast-in-place surface layer, with a sawtooth structure on the short side of the surface layer;

[0025] S5: Repeat S1~S4 to complete the pouring of all structural segments. Horizontal relative displacement can occur between adjacent beam grids, and vertical relative displacement can occur between adjacent surface layers.

[0026] The construction method for the superstructure of a wharf provided by this invention uses prefabricated panels installed on the rectangular holes of the beam grid, which reduces the amount of on-site pouring and improves the construction speed. The mortise and tenon structure of the cast-in-place beam grid allows relative displacement between adjacent beam grids in the horizontal direction, releasing horizontal stress caused by water flow, ship berthing, etc., while providing vertical restraint to ensure structural stability. The sawtooth structure of the cast-in-place panels allows vertical relative displacement between adjacent surface layers, adapting to vertical deformation caused by temperature changes, vibration, etc., while the sawtooth structure enhances the interlocking strength in the horizontal direction and restricts horizontal sliding.

[0027] Preferably, S1 includes:

[0028] S11: First install the bottom formwork of the longitudinal beams, then install the bottom formwork of the transverse beams, with the bottom formwork of the transverse beams pressing on the bottom formwork of the longitudinal beams;

[0029] S12: Reinforcing steel fabrication and tying;

[0030] S13: Install side formwork to form longitudinal beam grooves and transverse beam grooves;

[0031] S14: Two overhead concrete pumps are used simultaneously for concrete pouring. The starting positions of the pump pipes of the two overhead pumps are located in the same crossbeam groove; the ending positions of the pump pipes of the two overhead pumps are located in the same crossbeam groove; the pump pipes of the two overhead pumps are located in different longitudinal beam grooves; the pump pipes of the overhead pumps pour concrete from the intersection of the longitudinal beam groove and the crossbeam groove, and the concrete spreads along the longitudinal beam groove and the crossbeam groove; when pouring concrete, the pump pipes of the overhead pumps move directly from the current node to the next node, so that the concrete poured later covers the slope formed by the concrete poured earlier; except for the starting and ending positions, the pump pipe of the first overhead pump leads the pump pipe of the second overhead pump by one pouring point; the two overhead pumps are used to complete the pouring of the beam grid.

[0032] When installing the bottom formwork, the bottom formwork of the horizontal beam is pressed on the bottom formwork of the vertical beam. The friction and mechanical interlocking force generated by the overlapping enhance the overall stability of the formwork system during the pouring process and prevent the formwork from shifting due to the lateral pressure of the concrete or the impact of vibration. The overlapping design makes the joints of the bottom formwork of the vertical beam and the horizontal beam tighter, effectively preventing grout leakage from the bottom formwork joints during concrete pouring and ensuring the forming quality of the beam grid structure. The overlapping structure improves the rigidity of the formwork system, enabling it to better withstand the self-weight of the concrete and construction loads, reduce formwork deformation, and ensure the geometric accuracy of the vertical beam and the horizontal beam.

[0033] During concrete pouring, the pump pipe starts at the intersection of the longitudinal and transverse beam grooves, allowing the concrete to flow more effectively along the grooves. This flow creates a slope. The pump pipe moves directly from the current node to the next, gradually covering the slope of the previously poured concrete with newly poured concrete. This "new concrete covering old concrete" effect prevents prolonged exposure of the old concrete surface, reducing the risk of water loss and significantly lowering the likelihood of concrete cracking.

[0034] Two overhead concrete pumps are used for simultaneous pouring, and except for the starting and ending positions, the material pipe of one pump is always one pouring point ahead of the other. This pouring method ensures that the newly poured concrete will always flow to the old concrete until the concrete reaches the required level. This method ensures that the fresh concrete is always on top of the old concrete, thus improving the quality of concrete pouring.

[0035] On the other hand, due to the depth of the beam channel, pouring it directly into place in one go can easily result in excessive concrete depth, making it impossible for the vibrator to reach the bottom of the concrete and leading to insufficient compaction. By using the method of alternating pouring of new and old concrete, vibration can be performed in real-time along with the pump pipe, ensuring compaction before the concrete level rises. New concrete is then poured in and vibrated again, achieving layered vibration of the concrete within the beam channel. This helps to remove air bubbles from the concrete and ensures its density.

[0036] Preferably, in S4, the short side of the cast-in-place surface layer forms a number of staggered protrusions and concave parts.

[0037] During the casting of the surface layer, the template design creates staggered convex and concave sections on the short sides. Adjacent surface layers are tightly connected through the interlocking of the convex and concave sections, which increases the contact area between adjacent surface layers, enhances friction and interlocking force, and makes the surface layer connection more robust.

[0038] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0039] 1. This invention provides a wharf superstructure by correspondingly setting a first expansion joint between the beam grids and a second expansion joint between the surface layers, with their expansion directions perpendicular to each other. For example, the first expansion joint allows slight horizontal displacement but is limited in the vertical direction, while the second expansion joint allows slight vertical displacement but is limited in the horizontal direction. This allows the beam grids to cope with horizontal stress caused by water flow or berthing forces, and the surface layer to cope with vertical stress caused by vehicle vibrations. This orthogonal and corresponding expansion design significantly improves the structure's adaptability to multi-directional deformation, ensures coordinated operation of the upper surface layer and the lower beam grids, and enhances overall stability.

[0040] 2. This invention provides a construction method for the superstructure of a wharf, which uses prefabricated panels installed on the rectangular holes of the beam grid, reducing the amount of on-site pouring and improving the construction speed; the mortise and tenon structure of the cast-in-place beam grid allows relative displacement between adjacent beam grids in the horizontal direction, releasing horizontal stress caused by water flow, ship berthing, etc., while providing vertical restraint to ensure structural stability; the sawtooth structure of the cast-in-place panels allows vertical relative displacement between adjacent surface layers, adapting to vertical deformation caused by temperature changes, vibration, etc., while the sawtooth structure enhances the horizontal interlocking strength and restricts horizontal sliding. Attached Figure Description

[0041] Figure 1 This is a schematic diagram of two adjacent structural segments;

[0042] Figure 2 Top view of two adjacent structural segments;

[0043] Figure 3 for Figure 2 Enlarged diagram of section A in the middle;

[0044] Figure 4 A schematic diagram of two adjacent beam grids;

[0045] Figure 5 for Figure 4 Enlarged schematic diagram of section B in the middle;

[0046] Figure 6 for Figure 4 Enlarged diagram of section C;

[0047] Figure 7 for Figure 4 Enlarged schematic diagram of section D in the middle;

[0048] Figure 8 for Figure 1 Enlarged schematic diagram of section E in the middle;

[0049] Figure 9 A schematic diagram of the prefabricated panel installation;

[0050] Figure 10 A schematic diagram of beam grid casting.

[0051] Marked in the image:

[0052] 1-Beam grid, 11-Longitudinal beam, 111-Tenon, 112-Tenon groove, 12-Horizontal beam, 13-Rectangular hole, 2-Surface layer, 21-Protrusion, 22-Recess, 3-Precast panel, 41-Longitudinal beam groove, 42-Horizontal beam groove, 100-Structural section. Detailed Implementation

[0053] The present invention will now be described in further detail with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0054] 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.

[0055] 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.

[0056] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0057] 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.

[0058] 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.

[0059] Example 1

[0060] This embodiment provides a wharf superstructure that, compared with the traditional high-pile slab beam wharf superstructure (which only allows lateral deformation and is limited in the longitudinal direction, or only allows longitudinal deformation and is limited in the lateral direction), provides a wharf superstructure with two expansion joints, and the expansion and contraction directions of the two expansion joints are orthogonal, so that the wharf superstructure provided in this embodiment can adapt to deformation in both directions.

[0061] Specifically, this embodiment provides a wharf superstructure, including several structural segments 100, for example... Figure 1 The diagram shows two adjacent structural segments 100, which can be understood to mean that the superstructure of the wharf can be formed by connecting multiple structural segments, specifically, for example, twenty-four structural segments.

[0062] Structural segment 100 includes beam grid 1 and surface layer 2, with surface layer 2 located above beam grid 1. Specifically, beam grid 1 can be a monolithic cast-in-place reinforced concrete structure. For example... Figure 4 This illustrates two adjacent connected beam grids 1, with a first expansion joint formed between the adjacent beam grids 1, for example... Figure 4 The first expansion joint is formed by the mortise and tenon joint between the two beams 1.

[0063] like Figure 2 This illustrates two adjacent surface layers 2, with a second expansion joint formed between the adjacent surface layers 2, for example... Figure 2 The two surface layers 2 are joined together to form a second expansion joint.

[0064] The location of the second expansion joint corresponds to the location of the first expansion joint. Specifically, for example... Figure 1 As shown, Figure 1Above the first expansion joint formed between the lower beams 1, a second expansion joint is formed between two adjacent panels 2. The expansion and contraction directions of the first expansion joint and the second expansion joint are perpendicular. For example, the first expansion joint can be slightly displaced in the horizontal direction but limited in the vertical direction, and the second expansion joint can be slightly displaced in the vertical direction but limited in the horizontal direction.

[0065] Furthermore, such as Figures 1-7 As shown, horizontal relative displacement can occur between adjacent beam grids 1, and vertical relative displacement can occur between adjacent surface layers 2. With this arrangement, the beam grids 1 are located on the piers of the wharf. The horizontal relative displacement between beam grids 1 can absorb horizontal forces caused by water flow, wind load, or ship berthing force, while the vertical relative displacement between surface layers 2 can cope with vertical deformation caused by temperature changes, vehicle vibration, etc. This allows the wharf to flexibly adapt to multi-directional deformation requirements in complex environments, avoid stress accumulation in a single direction, and thus improve the overall flexibility and stability of the structure.

[0066] Furthermore, such as Figure 4 As shown, the beam grid 1 includes longitudinal beams 11 and transverse beams 12 that are perpendicular to each other. The extension direction of the longitudinal beams 11 is consistent with the extension direction of the structural section (dock). One end of the longitudinal beams 11 is a tenon 111, and the other end of the longitudinal beams 11 is a mortise 112.

[0067] The design of the tenon 111 and mortise 112 allows for a certain relative displacement space when adjacent beams 1 are connected longitudinally, especially in the horizontal direction. When subjected to horizontal forces such as water flow, wind load, or ship berthing force, the tenon 111 can undergo slight displacement within the mortise 112, thereby releasing stress and avoiding stress concentration and structural damage that may result from rigid connections. At the same time, the interlocking structure of the tenon 111 and mortise 112 can limit excessive displacement (such as vertical displacement), ensuring the overall stability of the structure.

[0068] To accommodate the relocation needs of the quay cranes after the dock is built, such as Figure 4 As shown, the two longitudinal beams 11 connected to the first and last ends of the crossbeam 12 can be track beams.

[0069] Furthermore, such as Figures 4-7 As shown, tenon 111 (e.g.) Figure 4 The left end of the longitudinal beam 11 is a strip-shaped protrusion extending along the extension direction of the transverse beam 12, and the tenon 112 (e.g. Figure 4The right end of the longitudinal beam 11 is a strip-shaped groove extending along the extension direction of the transverse beam 12. The extension direction of the longitudinal beam 11 is consistent with the extension direction of the structural section 100, that is, the extension direction of the longitudinal beam 11 is similar to the extension direction of the coastline. The extension direction of the transverse beam 12 is perpendicular to the longitudinal beam 11. The extension directions of the tenon 111 and the mortise 112 are consistent with the extension direction of the transverse beam 12, which can better release the stress of water flow and ship berthing (a berthing component is set along the seaward side of the dock), effectively absorb and disperse external forces, and improve the safety and service life of the dock.

[0070] Furthermore, the short side of surface layer 2 has a sawtooth structure (for example, it can be alternating protrusions and depressions, and the specific shape of the protrusions or depressions can be rectangular, trapezoidal, triangular, arc-shaped, etc.), and adjacent surface layers 2 are combined with concave and convex shapes.

[0071] The serrated structure, through its concave-convex interlocking, significantly increases the contact area between adjacent surface layers 2, thereby improving friction and interlocking force, making the connection more robust. The concave-convex interlocking effectively restricts the relative movement of surface layers 2 in the horizontal direction, preventing surface layers 2 from sliding or separating due to external forces (such as ship berthing or water flow impact), thus enhancing the overall structural stability.

[0072] Furthermore, such as Figure 2 , Figure 3 As shown, the short side of surface layer 2 includes several staggered rectangular protrusions 21 and rectangular recesses 22. The staggered arrangement of the rectangular protrusions 21 and rectangular recesses 22 allows adjacent surface layers 2 to fit tightly together, significantly increasing the contact area, thereby improving friction and interlocking force, making the connection more secure. This fitting method effectively restricts the relative movement of surface layers 2 in the horizontal direction, preventing surface layers 2 from sliding or separating due to external forces (such as ship berthing, water flow impact, or vehicle movement), thus improving the stability of the overall structure.

[0073] Furthermore, such as Figure 1 , Figure 8 As shown, the position of the second expansion joint corresponds to the position of the first expansion joint. That is, within the same structural segment 100, the protrusion 21 is located between adjacent longitudinal beams 11, and the position of the concave part 22 corresponds to the position of the longitudinal beam 11. With this arrangement, the protrusion 21 is located between the longitudinal beams 11, and the concave part 22 corresponds to the longitudinal beam 11. When the surface layer 2 undergoes vertical relative displacement, it can be promptly transmitted to the lower longitudinal beam 11. Since the tenon and mortise structure of the longitudinal beam 11 is limited in the vertical direction and moves in the horizontal direction, it can better resist vertical stress. Similarly, when the beam grid 1 undergoes horizontal relative displacement, the force on the beam grid 1 can be promptly transmitted to the upper surface layer 2. Since the concave and convex joints of adjacent surface layers 2 can move in the vertical direction and are limited in the horizontal direction, they can better resist horizontal stress and improve structural stability.

[0074] Traditional wharf superstructures typically allow deformation in only one direction (e.g., horizontal or vertical). When faced with stresses from multiple factors, this can easily lead to localized stress concentration, resulting in structural cracking or fatigue damage. However, the wharf superstructure provided in this embodiment, by correspondingly setting the first expansion joint between the beam grids 1 and the second expansion joint between the surface layers 2, with their expansion directions perpendicular to each other—for example, the first expansion joint allows slight horizontal displacement but is limited vertically, while the second expansion joint allows slight vertical displacement but is limited horizontally—allows the beam grids 1 to cope with horizontal stresses caused by water flow or berthing forces, and the surface layer 2 to cope with vertical stresses caused by vehicle vibrations. This orthogonal and corresponding expansion design significantly improves the structure's adaptability to multi-directional deformation, ensuring coordinated operation of the upper surface layer 2 and the lower beam grids 1, and enhancing overall stability.

[0075] On the other hand, the corresponding positions of the first and second expansion joints make the deformation of the beam grid 1 and the surface layer 2 more coordinated, avoiding local fatigue or cracks caused by misalignment deformation. For example, the expansion and contraction of the surface layer 2 due to vibration will not generate additional shear force on the beam grid 1, and vice versa. This design reduces the probability of fatigue damage to the structure under complex marine environments (such as tides, temperature differences, and vibrations), extends the service life of the wharf, and reduces maintenance frequency and downtime losses, significantly reducing long-term maintenance costs.

[0076] Example 2

[0077] This embodiment provides a construction method for a wharf superstructure, used to form the wharf superstructure provided in Embodiment 1, including the following steps:

[0078] S1: Before pouring beam grid 1, steel brackets can be welded onto the steel pipe piles that have already been driven to serve as load-bearing structures.

[0079] The cast-in-place beam grid 1 includes mutually perpendicular longitudinal beams 11 and transverse beams 12. The extension direction of the longitudinal beams 11 is consistent with the extension direction of the structural section. One end of the longitudinal beams 11 is a tenon 111, and the other end of the longitudinal beams 11 is a mortise 112.

[0080] Specifically, S1 includes:

[0081] S11: Install the bottom formwork. The bottom formwork can be transported to the rear of the wharf structure section using a 25t truck crane and a flatbed truck for installation. A 150t crawler crane can be used for installation on shore. The 150t crawler crane can operate at a safe distance of 5m from the front edge of the revetment, with a working radius of 44 meters and a lifting capacity of 3.1t, meeting the requirements for formwork hoisting and assembly.

[0082] During the formwork hoisting process, the bottom formwork of longitudinal beam 11 is installed first, followed by the bottom formwork of transverse beam 12. The bottom formwork of transverse beam 12 is placed on top of the bottom formwork of longitudinal beam 11. The overlapping of the bottom formwork of transverse beam 12 with the bottom formwork of longitudinal beam 11 utilizes the friction and mechanical interlocking force generated by the overlapping, enhancing the overall stability of the formwork system during the pouring process and preventing the formwork from shifting due to the lateral pressure of the concrete or the impact of vibration. The overlapping design makes the joint between the bottom formwork of longitudinal beam 11 and transverse beam 12 tighter, effectively preventing grout leakage from the joint during concrete pouring and ensuring the forming quality of beam grid 1. The overlapping structure improves the rigidity of the formwork system, enabling it to better withstand the self-weight of the concrete and construction loads, reducing formwork deformation and ensuring the geometric accuracy of longitudinal beam 11 and transverse beam 12.

[0083] After all the formwork is hoisted, the bottom formwork centerline and elevation are determined by surveying and setting out. The bottom formwork is then adjusted according to the surveyed and set-out lines. Then, 18mm thick plywood is nailed onto the original timber formwork, with the plywood dimensions matching the bottom dimensions of the beam. All pile top positions require on-site assembly of the pile perimeter formwork, with the bottom formwork elevation of the pile perimeter formwork 5cm lower than the bottom beam formwork. Finally, all bottom formwork is fully covered with permeable formwork fabric.

[0084] S12: Reinforcing steel fabrication and tying;

[0085] When tying reinforcing bars, sufficient lap length should be reserved for parts requiring secondary tying, such as berthing components, cantilever plates, fenders, and reinforced bollards. The lap length should be 42d, and the staggered length should be 1.3 times 42d. Lap joints in the same section should be staggered by 50%. When reinforcing bars are bundled, the joints of individual reinforcing bars in the bundle should be staggered, with a spacing not less than 40 times the diameter of the reinforcing bar, and the lap joint length should be increased by 20%.

[0086] When tying reinforcing bars, all intersections of reinforcing bars should be tied with wire, with the ends of the tying wire facing inward. For the outer layer reinforcing bars of beam components with exposed surfaces, stainless steel wire with a diameter of φ1.2mm should be used for tying, while other reinforcing bars should be tied with soft iron wire with a diameter of φ1.6mm. Concrete protective layer spacers should be concrete spacers with strength and density no lower than that of the component body concrete.

[0087] S13: Install the side formwork to form the longitudinal beam groove 41 and the transverse beam groove 42; nail the clamping plate and permeable formwork cloth to the top surface of the side formwork. This work must be completed on the shore before the side formwork can be hoisted. The top of the side formwork is connected with tie bolts, and the bottom needs to be tightened with the top bolts and turnbuckles to fix it. It can be understood that for the formwork at the tenon 111 and mortise 112 of the longitudinal beam 41, a custom formwork corresponding to the tenon 111 structure and the mortise 112 structure can be used for installation.

[0088] S14: As Figure 10 The casting method for beam grid 1 is illustrated below. Figure 10 It shows two longitudinal beam slots 41 and ten intersecting transverse beam slots 42. Figure 10A1~A10 are the intersection points of a longitudinal beam groove 41 and a transverse beam groove 42. Figure 10 B1~B10 are the intersection points of another longitudinal beam groove 41 and transverse beam groove 42; Figure 10 A hollow arrow can indicate the direction of concrete pouring. Figure 10 The solid black arrow indicates the direction of concrete flow. When pouring concrete for beam 1, due to its considerable depth and large volume of concrete required, traditional concrete pouring methods, such as... Figure 10 Pouring concrete from left to right can easily lead to cracking and make it difficult for workers to vibrate it later, thus reducing the quality of the concrete pouring.

[0089] In this embodiment, two overhead concrete pumps are used to pour concrete simultaneously. The starting positions of the pump pipes of the two overhead pumps are located in the same crossbeam groove 42. For example, the starting position of the pump pipe of one overhead pump is located at node A1, and the starting position of the pump pipe of the other overhead pump is located at node B1. The ending positions of the pump pipes of the two overhead pumps are located in the same crossbeam groove 42. For example, the ending position of the pump pipe of one overhead pump is located at node A10, and the ending position of the pump pipe of the other overhead pump is located at node B10.

[0090] The pump pipes of the two overhead pumps are located in different longitudinal beam grooves 41. For example, one overhead pump pours along the direction from A1 to A10, and the other overhead pump pours along the direction from B1 to B10.

[0091] The concrete is poured from the intersection of the longitudinal beam groove 41 and the transverse beam groove 42. For example, one pump pours from A1, A2...A10, and another pump pours from B1, B2...B10. The concrete spreads along the longitudinal beam groove 41 and the transverse beam groove 42. For example, when pouring the A1 node, the concrete will flow towards the B1 node (to the right of the concrete pouring direction), the A2 node (to the front of the concrete pouring direction), and the left and rear sides of the concrete pouring direction. For example, when pouring the A2 node, the concrete will flow towards the B2 node (to the right of the concrete pouring direction), the A3 node (to the front of the concrete pouring direction), the A1 node (to the rear of the concrete pouring direction), and the left side of the concrete pouring direction.

[0092] When pouring concrete, the pump pipe of the overhead pump moves directly from the current node to the next node, so that the concrete poured later covers the slope formed by the concrete poured earlier. For example, after pouring node A1, the pump pipe of the overhead pump moves directly to node A2. After node A2 is poured, the pump pipe of the overhead pump moves directly to node A3, until the pouring operation is completed.

[0093] Except for the starting and ending positions, the pumping pipe of one day's pump leads the pumping pipe of the other day's pump by one pouring point. For example, except for nodes A1 and B1, and A10 and B10, the pumping pipe of one day's pump leads the pumping pipe of the other day's pump by one pouring point. For example, after node B1 is poured, the pumping pipe of the first day's pump moves to node B2 for pouring first, while the pumping pipe of the other day's pump is still pouring at node A1. After node B2 is poured, the pumping pipe of the first day's pump moves to node B3 for pouring first, while the pumping pipe of the other day's pump is still pouring at node A2. This pouring method utilizes the flow characteristics of concrete. For example, when pouring at A1, the concrete height at node A1 should be the highest, and the concrete flows outward to form a slope. When pouring at A2, the concrete will first flow towards the beam groove without concrete. After the concrete height at A2 exceeds the height of the previously poured concrete, it will gradually cover the previously poured concrete, so that fresh concrete covers old concrete. Because the pumping pipe of the first pump leads the pumping pipe of the second pump by one pouring point, for example, when B2 is poured, A2 is still being poured and will cover the concrete poured by B2. When the pumping pipe moves to B3, it will cover the concrete already poured by A2 (because the concrete poured by A2 will flow to the unpoured point A3 first). When the pumping pipe moves to A3, it will cover the concrete poured by B3, forming a layered covering of concrete.

[0094] Two overhead pumps are used to complete the pouring of beam grid 1. It is foreseeable that, in the above-described method for pouring beam grid 1, the pump pipes of the two overhead pumps can move within adjacent longitudinal beam slots 41, or within spaced longitudinal beam slots 41 (for example, in Embodiment 1, the two longitudinal beams 11 connected to the beginning and end of the crossbeam 12 are track beams; track beams are generally wider, and the amount of concrete poured is larger). For instance, the pump pipe of one overhead pump moves within the longitudinal beam slot 41 where node A1 is located, and the pump pipe of the other overhead pump moves within the longitudinal beam slot 41 where node C1 (not shown in the figure, i.e., the next longitudinal beam slot 41 adjacent to B1) is located. Due to limitations in concrete fluidity and considerations for concrete pouring quality, the two pump pipes are spaced at most one longitudinal beam slot 41 apart during concrete pouring.

[0095] Furthermore, the concrete poured in S1 is C45 / 20 high-performance concrete, and the concrete slump is controlled at 180±30mm.

[0096] During concrete pouring, the pump pipe starts at the intersection of the longitudinal beam groove 41 and the transverse beam groove 42, allowing the concrete to flow better along the grooves. The concrete flowing along the grooves forms a slope. The pump pipe moves directly from the current node to the next node, and the later-poured concrete gradually covers the slope of the previously poured concrete, creating a "new concrete covering old concrete" effect. This prevents the old concrete surface from being exposed for a long time, reducing the risk of water loss and significantly lowering the possibility of concrete cracking.

[0097] Two overhead concrete pumps are used for simultaneous pouring, and except for the starting and ending positions, the material pipe of one pump is always one pouring point ahead of the other. This pouring method ensures that the newly poured concrete will always flow to the old concrete until the concrete reaches the required level. This method ensures that the fresh concrete is always on top of the old concrete, thus improving the quality of concrete pouring.

[0098] On the other hand, due to the depth of the beam channel, pouring it directly into place in one go can easily result in excessive concrete depth, making it impossible for the vibrator to reach the bottom of the concrete and leading to insufficient compaction. By using the method of alternating pouring of new and old concrete, vibration can be performed in real-time along with the pump pipe, ensuring compaction before the concrete level rises. New concrete is then poured in and vibrated again, achieving layered vibration of the concrete within the beam channel. This helps to remove air bubbles from the concrete and ensures its density.

[0099] S2: Install prefabricated panel 3, which is installed on the rectangular hole 13 formed by two adjacent longitudinal beams 11 and two transverse beams 12; specifically, as shown in... Figure 4 , Figure 9 As shown, a 320t crawler crane or a 150t crawler crane can be used for hoisting operations when installing the precast panel 3. When installing the precast panel 3, its elevation can be detected first by a total station, and then leveled with cement mortar so that its top surface elevation meets the design requirements.

[0100] S3: Cast concrete in place for the joint between the precast panels 3; before pouring the joint, the steel bars of the joint and the surface layer 2 can be tied first and then the concrete can be poured. Before pouring, clean the debris inside the panel and seal the end with galvanized mesh.

[0101] S4: Cast-in-place surface layer 2, the short side of surface layer 2 has a sawtooth structure;

[0102] Furthermore, the short side of the cast-in-place surface layer 2 forms a number of staggered protrusions 21 and recesses 22. Since the short side of the surface layer 2 is to form a number of staggered protrusions 21 and recesses 22, it is foreseeable that custom templates corresponding to the protrusion 21 structure and the recess 22 structure can be used for installation at the short side of the surface layer 2.

[0103] Specifically, the cast-in-place surface layer 2 can be divided into six small sections along the width of the wharf (the width of a single section can be 6.3m to 6.46m). The pouring is carried out in a staggered manner to form a whole.

[0104] S5: Repeat S1~S4 to complete the pouring of all structural segments 100. Horizontal relative displacement can occur between adjacent beam grids 1, and vertical relative displacement can occur between adjacent surface layers 2.

[0105] The construction method for the wharf superstructure provided in this embodiment uses prefabricated panels 3 installed on the rectangular holes 13 of the beam grid 1, which reduces the amount of on-site pouring and improves the construction speed. The mortise and tenon structure of the cast-in-place beam grid 1 allows relative displacement of adjacent beam grids 1 in the horizontal direction, releasing horizontal stress caused by water flow, ship berthing, etc., while providing vertical restraint to ensure structural stability. The sawtooth structure of the cast-in-place panels allows vertical relative displacement between adjacent surface layers 2, adapting to vertical deformation caused by temperature changes, vibration, etc., while the sawtooth structure enhances the horizontal interlocking strength and restricts horizontal sliding.

[0106] The above description is only a preferred embodiment of the present invention and is 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 wharf superstructure comprising a plurality of structural sections (100), each structural section (100) including a beam grid (1) and a surface layer (2), the surface layer (2) being situated above the beam grid (1), characterized in that, A first expansion joint is formed between adjacent beams (1); a second expansion joint is formed between adjacent surface layers (2); The position of the second expansion joint corresponds to the position of the first expansion joint; The expansion and contraction direction of the first expansion joint is perpendicular to the expansion and contraction direction of the second expansion joint; The adjacent beams (1) can undergo horizontal relative displacement, and the adjacent surface layers (2) can undergo vertical relative displacement.

2. The wharf superstructure according to claim 1, characterized in that, The beam grid (1) includes mutually perpendicular longitudinal beams (11) and transverse beams (12). The extension direction of the longitudinal beams (11) is consistent with the extension direction of the structural segment. One end of the longitudinal beams (11) is a tenon (111), and the other end of the longitudinal beams (11) is a mortise (112).

3. The wharf superstructure according to claim 2, characterized in that, The tenon (111) is a strip-shaped protrusion extending along the extension direction of the crossbeam (12), and the tenon (112) is a strip-shaped groove extending along the extension direction of the crossbeam (12).

4. The wharf superstructure according to claim 2, characterized in that, The short side of the surface layer (2) has a sawtooth structure, and the adjacent surface layers (2) are joined together.

5. The wharf superstructure according to claim 2, characterized in that, The short side of the surface layer (2) includes a number of staggered rectangular protrusions (21) and rectangular recesses (22).

6. The wharf superstructure according to claim 5, characterized in that, Within the same structural segment (100), the protrusion (21) is located between adjacent longitudinal beams (11), and the position of the recess (22) corresponds to the position of the longitudinal beam (11).

7. A construction method for the superstructure of a wharf, characterized in that, For forming a pier superstructure as described in any one of claims 1-6, the following steps are included: S1: Cast-in-place beam grid (1), beam grid (1) includes mutually perpendicular longitudinal beams (11) and transverse beams (12). The extension direction of the longitudinal beams (11) is consistent with the extension direction of the structural section. One end of the longitudinal beams (11) is a tenon (111), and the other end of the longitudinal beams (11) is a mortise (112). S2: Install the prefabricated panel (3), which is installed on the rectangular hole (13) formed by two adjacent longitudinal beams (11) and two transverse beams (12); S3: Cast concrete in place for the joints between the precast panels (3); S4: Cast-in-place surface layer (2), the short side of surface layer (2) is a sawtooth structure; S5: Repeat S1~S4 to complete the pouring of all structural segments (100). Horizontal relative displacement can occur between adjacent beam grids (1) and vertical relative displacement can occur between adjacent surface layers (2).

8. A construction method for a wharf superstructure according to claim 7, characterized in that, S1 includes: S11: First install the bottom formwork of the longitudinal beam (11) and then install the bottom formwork of the transverse beam (12). The bottom formwork of the transverse beam (12) is pressed on the bottom formwork of the longitudinal beam (11). S12: Reinforcing steel fabrication and tying; S13: Install side formwork to form longitudinal beam groove (41) and transverse beam groove (42); S14: Two overhead pumps are used to pour concrete simultaneously. The starting position of the pumping pipes of the two overhead pumps is located in the same crossbeam groove (42); the ending position of the pumping pipes of the two overhead pumps is located in the same crossbeam groove (42). The pump feed pipes of the two overhead pumps are located in different longitudinal beam grooves (41); The concrete is poured from the intersection of the longitudinal beam groove (41) and the transverse beam groove (42) of the pump pipe, and the concrete spreads along the longitudinal beam groove (41) and the transverse beam groove (42). When pouring concrete, the pump pipe of the overhead pump moves directly from the current node to the next node, so that the concrete poured later covers the slope formed by the concrete poured earlier. Except for the starting and ending positions, the pumping pipe of the first pump leads the pumping pipe of the second pump by one pouring point. Two overhead pumps were used to complete the pouring of the beam grid (1).

9. A construction method for a wharf superstructure according to claim 7, characterized in that, In S4, the short side of the cast-in-place surface layer (2) forms several staggered protrusions (21) and concave parts (22).

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