Wharf superstructure and construction method thereof

Abstract

The invention relates to the technical field of wharf construction, in particular to a wharf superstructure and a construction method thereof.The wharf superstructure comprises a plurality of structural sections, each structural section comprises beam lattices and a surface layer, the surface layers are located on the beam lattices, and a first expansion joint is formed between every two adjacent beam lattices; a second expansion joint is formed between the adjacent surface layers; the position of the second expansion joint corresponds to that of the first expansion joint; the telescopic direction of the first expansion joint is perpendicular to the telescopic direction of the second expansion joint. According to the wharf superstructure, the first expansion joints between the beam grids and the second expansion joints between the surface layers are correspondingly arranged, and the expansion directions of the first expansion joints and the second expansion joints are perpendicular to each other, so that the beam grids can cope with horizontal stress caused by water flow or berthing force, and the surface layers can cope with vertical stress caused by vehicle vibration and the like; by means of the orthogonal and corresponding telescopic design, the adaptability of the structure to multi-direction deformation is remarkably improved, it is guaranteed that the upper surface layer and the lower beam grid work in a coordinated mode, and the overall stability is enhanced.

Description

Technical Field

[0001] The invention relates to the technical field of dock construction, and in particular to a dock superstructure and a construction method thereof. Background Art

[0002] During the construction of high-pile sheet-girder wharfs, the superstructure is usually composed of panels, longitudinal beams, track beams and cross beams. Since the pile foundation of the high-pile wharf is located in the water area and is affected by tides and water flow fluctuations, the superstructure needs to have a certain relative displacement ability to release the stress caused by the water flow. At the same time, the temperature in the waterfront area varies greatly, and the superstructure of the high-pile sheet-girder wharf is prone to thermal expansion and contraction effects due to temperature changes. In order to cope with the stress caused by changes in the external environment, the superstructure of the existing high-pile sheet-girder wharf is usually divided into multiple structural sections during construction, and expansion joints are set between the structural sections to release stress.

[0003] However, the conventional superstructure of the high-pile sheet-girder wharf currently has limitations in design, and its deformation joints can often only adapt to deformation requirements in a single direction. For example, some structures only allow lateral deformation and longitudinal limitation, or only allow longitudinal deformation and lateral limitation. This single-direction deformation design cannot fully adapt to the multi-directional deformation requirements of the high-pile sheet-girder wharf caused by the combined effects of multiple factors such as water flow fluctuations, temperature changes, wind loads, ship berthing forces, vibrations, etc. Therefore, the existing technology still has a lot of room for improvement in stress release and structural stability in complex environments, and it is difficult to fully meet the requirements for long-term use of the wharf. Summary of the invention

[0004] The purpose of the present invention is to overcome the shortcomings of the existing expansion joints between structural sections during the construction of the high-pile sheet beam wharf superstructure, that is, the deformation direction is single and it is difficult to adapt to the multi-directional deformation requirements under the joint action of multiple factors, and to provide a wharf superstructure and a construction method thereof.

[0005] In a first aspect, the present invention provides a dock superstructure, comprising a plurality of structural sections, wherein the structural sections include a beam grid and a surface layer, wherein the surface layer is located above 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; and the expansion direction of the first expansion joint is perpendicular to the expansion direction of the second expansion joint.

[0006] Traditional dock superstructures usually only allow deformation in a single direction (such as horizontal or vertical), which can easily lead to local stress concentration when facing stress from multiple factors, and then cause structural cracking or fatigue damage. The dock superstructure provided by the present invention, by correspondingly setting the first expansion joint between the beam grids and the second expansion joint between the surface layers, and the expansion directions of the two are perpendicular to each other, for example, the first expansion joint allows slight displacement in the horizontal direction but is limited in the vertical direction, and the second expansion joint allows slight displacement in the vertical direction but is limited in the horizontal direction, so that the beam grid can cope with the horizontal stress caused by water flow or berthing force, and the surface layer can cope with the vertical stress caused by vehicle vibration, etc. This orthogonal and corresponding expansion design significantly improves the adaptability of the structure to multi-directional deformation, ensures the coordinated work of the upper surface layer and the lower beam grid, and enhances the overall stability; On the other hand, the corresponding positions of the first expansion joint and the second expansion joint make the deformation of the beam grid and the surface layer more coordinated, avoiding local fatigue or cracks caused by misaligned 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 in complex marine environments (such as tides, temperature differences, and vibrations), extends the service life of the wharf, reduces maintenance frequency and downtime losses, and significantly reduces long-term maintenance costs.

[0007] Preferably, horizontal relative displacement can occur between adjacent beam grids, and vertical relative displacement can occur between adjacent surface layers.

[0008] The beam grid is located on the pier. The horizontal relative displacement between the beam grids can absorb the horizontal force 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 terminal 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.

[0009] Preferably, the beam grid includes longitudinal beams and transverse beams which are perpendicular to each other, the extension direction of the longitudinal beams is consistent with the extension direction of the structural segments, one end of the longitudinal beams is a tenon, and the other end of the longitudinal beams is a tenon groove.

[0010] The design of the tenon and the mortise allows adjacent beams to have a certain relative displacement space when 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 a slight displacement in the mortise, thereby releasing stress and avoiding stress concentration and structural damage that may be caused by rigid connection. At the same time, the bite structure of the tenon and the mortise can limit excessive displacement (such as vertical displacement) to ensure the overall stability of the structure.

[0011] Preferably, the tenon is a strip-shaped protrusion extending along the extension direction of the cross beam, and the mortise is a strip-shaped groove extending along the extension direction of the cross beam.

[0012] The extension direction of the longitudinal beam is consistent with the extension direction of the structural segment, that is, the extension direction of the longitudinal beam is approximately the same as the extension direction of the coastline. The extension direction of the cross beam is perpendicular to that of the longitudinal beam. Setting the extension directions of the tenon and the mortise to be the same as the extension direction of the cross beam can better release the stress of water flow and ship berthing, effectively absorb and disperse external forces, and improve the safety and service life of the wharf.

[0013] Preferably, the short side of the surface layer is of a zigzag structure, and adjacent surface layers are combined with each other in a concave-convex manner.

[0014] Through the concave-convex combination, the zigzag structure significantly increases the contact area between adjacent surface layers, thereby improving the friction force and biting force, making the connection more firm. The concave-convex fitting effectively restricts the relative movement of the surface layer in the horizontal direction, avoiding the sliding or separation of the surface layer caused by external forces (such as ship berthing or water flow impact), and improving the stability of the overall structure.

[0015] Preferably, the short side of the surface layer includes a plurality of rectangular convex parts and rectangular concave parts arranged alternately.

[0016] The alternating arrangement of the rectangular convex parts and rectangular concave parts enables adjacent surface layers to be closely fitted, significantly increasing the contact area, thereby enhancing the friction force and biting force and making the connection more firm. This fitting method effectively restricts the relative movement of the surface layer in the horizontal direction, preventing the sliding or separation of the surface layer caused by external forces (such as ship berthing, water flow impact or vehicle driving), and improving the stability of the overall structure.

[0017] Preferably, within the same structural segment, the convex part is located between adjacent longitudinal beams, and the position of the concave part corresponds to the position of the longitudinal beam.

[0018] With this setting method, the convex part is located between the longitudinal beams and the concave part corresponds to the longitudinal beam. When the surface layer has a relative displacement in the vertical direction, it can be transmitted to the lower longitudinal beam in time. Due to the tenon-mortise structure of the longitudinal beam being limited in the vertical direction and movable in the horizontal direction, it can better resist the vertical stress. Similarly, when the grillage has a relative displacement in the horizontal direction, the force on the grillage can be transmitted to the upper surface layer in time. Since the concave-convex combination of adjacent surface layers can move in the vertical direction and be limited in the horizontal direction, it can better resist the horizontal stress and improve the structural stability.

[0019] In a second aspect, the present invention provides a construction method for the upper structure of a wharf, which is used to form the upper structure of a wharf as described above, and includes the following steps: S1: Cast-in-situ beam grid. The beam grid includes longitudinal beams and cross beams that are perpendicular to each other. The extending direction of the longitudinal beams is the same as the extending direction of the structural section. One end of the longitudinal beam is a tenon, and the other end is a mortise groove. S2: Install precast panels. The precast panels are installed on the rectangular holes formed by two adjacent longitudinal beams and two cross beams. S3: Cast in-situ concrete for the joints between the precast panels. S4: Cast in-situ surface layer. The short side of the surface layer is a serrated structure. S5: Repeat S1 - S4 to complete the casting of all structural sections. Horizontal relative displacement can occur between adjacent beam grids, and vertical relative displacement can occur between adjacent surface layers.

[0020] For the construction method of the upper structure of the wharf provided by the present invention, precast panels are installed on the rectangular holes of the beam grid, reducing the on-site casting workload and improving the construction speed. The mortise and tenon structure of the cast-in-situ beam grid allows adjacent beam grids to have relative displacement in the horizontal direction, releasing the horizontal stress caused by water flow, ship berthing, etc., and providing vertical limit in the vertical direction to ensure the structural stability. The serrated structure of the cast-in-situ panel allows vertical relative displacement between adjacent surface layers, adapting to the vertical deformation caused by temperature change, vibration, etc. At the same time, the serrated structure enhances the horizontal interlocking strength and restricts the horizontal sliding.

[0021] Preferably, S1 includes: S11: First install the bottom formwork of the longitudinal beams and then install the bottom formwork of the cross beams. The bottom formwork of the cross beams is pressed on the bottom formwork of the longitudinal beams. S12: Steel bar fabrication and binding. S13: Install side formwork to form longitudinal beam grooves and cross beam grooves. S14: Use two truck-mounted concrete pumps to carry out concrete casting simultaneously. The starting positions of the pump pipes of the two truck-mounted concrete pumps are located in the same cross beam groove; the ending positions of the pump pipes of the two truck-mounted concrete pumps are located in the same cross beam groove; the pump pipes of the two truck-mounted concrete pumps are located in different longitudinal beam grooves respectively; the pump pipes of the truck-mounted concrete pumps carry out casting from the nodes where the longitudinal beam grooves and cross beam grooves intersect, and the concrete spreads along the longitudinal beam grooves and cross beam grooves; when casting concrete, the pump pipes of the truck-mounted concrete pumps move directly from the current node to the next node, so that the later-cast concrete covers the inclined plane formed by the previously-cast concrete; except for the starting position and the ending position, the pump pipe of one truck-mounted concrete pump leads the pump pipe of the other truck-mounted concrete pump by one casting point; use two truck-mounted concrete pumps to complete the casting of the beam grid.

[0022] When installing the bottom formwork, the bottom formwork of the cross beam is pressed on the bottom formwork of the longitudinal beam. By utilizing the frictional force and mechanical biting force generated by the overlapping, the overall stability of the formwork system during the pouring process is enhanced, preventing the formwork from shifting due to the lateral pressure or vibration impact of the concrete; the overlapping design makes the joints between the bottom formworks of the longitudinal beam and the cross beam closer, effectively preventing the leakage of concrete from the joints of the bottom formwork during concrete pouring, ensuring the forming quality of the grillage structure; the overlapping structure improves the stiffness of the formwork system, enabling it to better bear the self-weight of the concrete and construction loads, reducing the deformation of the formwork, and ensuring the geometric accuracy of the longitudinal beam and the cross beam. When pouring concrete, the pump pipe of the truck-mounted concrete pump starts from the node where the longitudinal beam groove and the cross beam groove intersect, which can make the concrete flow better along the beam grooves in all directions. As the concrete flows along the beam grooves, an inclined plane will be formed. The pump pipe directly moves from the current node to the next node, and the subsequently poured concrete will gradually cover the inclined plane of the previously poured concrete, forming the effect of "new concrete covering old concrete", which can make the fresh concrete cover the inclined plane of the old concrete, avoiding the long-term exposure of the surface of the old concrete and reducing the risk of water loss, thus significantly reducing the possibility of concrete cracking. Two truck-mounted concrete pumps pour simultaneously, and except for the starting and ending positions, the pump pipe of one pump is always one pouring point ahead of the other pump. This pouring method can make the newly poured concrete always flow towards the old poured concrete until the concrete reaches the required elevation. This pouring method ensures that the fresh concrete is always above the old concrete, improving the quality of concrete pouring. On the other hand, due to the relatively deep depth of the beam groove, directly pouring the concrete in one go easily leads to a relatively deep depth of the concrete, and the vibrating rod cannot directly reach the bottom of the concrete, resulting in incomplete vibration. Through the above method of alternately pouring new and old concrete, vibration can be carried out in real time following the pump pipe. Before the elevation of the concrete rises, the concrete is vibrated densely. When the new concrete flows over, it is vibrated again, realizing the layered vibration of the concrete in the beam groove, which is beneficial to exhausting the air bubbles in the concrete and ensuring the compactness of the concrete.

[0023] Preferably, in S4, a plurality of convex and concave parts are formed alternately on the short side of the cast-in-place surface layer.

[0024] When casting the cast-in-place surface layer, through the formwork design, convex and concave parts are formed alternately on the short side. The adjacent surface layers are tightly connected through the convex-concave fitting, increasing the contact area between the adjacent surface layers, enhancing the frictional force and biting force, and making the connection of the surface layer more firm.

[0025] Compared with the prior art, the beneficial effects of the present invention are: 1. The present invention provides an upper structure of a wharf. By correspondingly arranging the first expansion joint between the grillages and the second expansion joint between the surface layers, and the expansion directions of the two are perpendicular to each other. For example, the first expansion joint allows slight displacement in the horizontal direction but is limited in the vertical direction, and the second expansion joint allows slight displacement in the vertical direction but is limited in the horizontal direction. This enables the grillages to cope with the horizontal stress caused by water flow or berthing force, and enables the surface layer to cope with the vertical stress caused by vehicle vibration, etc. This orthogonal and corresponding expansion design significantly improves the adaptability of the structure to multi-directional deformation, ensures the coordinated operation of the upper surface layer and the lower grillages, and enhances the overall stability.

[0026] 2. The present invention provides a construction method for the upper structure of a wharf. The precast panels are installed on the rectangular holes of the grillages, reducing the on-site casting workload and improving the construction speed; the mortise and tenon structure of the cast-in-place grillages allows relative displacement between adjacent grillages in the horizontal direction, releasing the horizontal stress caused by water flow, ship berthing, etc., and providing limitation in the vertical direction at the same time to ensure the structural stability; the zigzag structure of the cast-in-place panel allows vertical relative displacement between adjacent surface layers, adapting to the vertical deformation caused by temperature change, vibration, etc., and at the same time the zigzag structure enhances the horizontal interlocking strength and limits the horizontal sliding. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 Schematic diagram of two adjacent structural segments; Figure 2 Top view of two adjacent structural segments; Figure 3 For Figure 2 Enlarged schematic view of part A in Figure 4 Schematic diagram of two adjacent grillages; Figure 5 For Figure 4 Enlarged schematic view of part B in Figure 6 For Figure 4 Enlarged schematic view of part C in Figure 7 For Figure 4 Enlarged schematic view of part D in Figure 8 For Figure 1 Enlarged schematic view of part E in Figure 9 Schematic diagram of precast panel installation; Figure 10 Schematic diagram of grillage casting.

[0028] Markings in the figure: 1 - Girder grid, 11 - Longitudinal beam, 111 - Tenon head, 112 - Mortise groove, 12 - Cross beam, 13 - Rectangular hole, 2 - Surface layer, 21 - Protrusion, 22 - Recess, 3 - Prefabricated panel, 41 - Longitudinal beam groove, 42 - Cross beam groove, 100 - Structural section. Detailed implementation manners

[0029] The present invention will be further described in detail below in conjunction with specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of the present invention to the following embodiments. Any technology implemented based on the content of the present invention belongs to the scope of the present invention.

[0030] In the description of the specific embodiments of the present invention, without special explanation, the expression terms indicating the orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer", etc. are all based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship when the invention product / device / device is commonly used. These terms of orientation or positional relationship are only for the convenience of describing the solution of the present invention or simplifying the description in the specific embodiments, so as to facilitate technicians to quickly understand the solution, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, it should not be construed as a limitation to the present invention.

[0031] In addition, if terms such as "horizontal", "vertical", "hanging", "parallel", etc. appear, it does not mean that the corresponding device / component / element is required to be absolutely horizontal or vertical or hanging or parallel, but can be slightly inclined or have a deviation. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined. Or, it can be simply understood that the corresponding device / component / element is arranged in the directions of "horizontal", "vertical", "hanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, 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 solution of the present invention.

[0032] In addition, the expressions such as "first", "second", "third", etc. in the terms are only used to distinguish the description of the same or similar components, and should not be construed as emphasizing or implying the relative importance of specific components.

[0033] In addition, in the description of the embodiments of the present invention, "several", "multiple", "a number of" represent at least 2. It can be any situation such as 2, 3, 4, 5, 6, 7, 8, 9, etc., and even can be a situation exceeding 9.

[0034] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, when the terms "set", "installed", "connected", "linked", "provided with", "laid", "arranged" appear, they should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection. It can be connection means commonly used in the art such as welding, riveting, bolting, threaded connection, etc. Such a connection can be a mechanical connection, an electrical connection or a communication connection; it can be directly connected, or indirectly connected through an intermediate medium, and can be the communication inside two components.

[0035] Embodiment 1 This embodiment provides an upper structure of a wharf. Compared with the traditional upper structure of a high-piled slab-beam wharf (which only allows lateral deformation while longitudinally limited, or only allows longitudinal deformation while laterally limited), the upper structure of the wharf provided in this embodiment is provided with two expansion joint structures, and the expansion and deformation directions of the two expansion joint structures are orthogonal, so that the upper structure of the wharf provided in this embodiment can adapt to deformations in two directions.

[0036] Specifically, this embodiment provides an upper structure of a wharf, including a number of structural segments 100, for example Figure 1 shows two adjacent connected structural segments 100. It can be understood that the upper structure of the wharf can be formed by connecting multiple structural segments. Specifically, for example, it can be twenty-four structural segments.

[0037] The structural segment 100 includes a grillage 1 and a surface layer 2. The surface layer 2 is located above the grillage 1. The grillage 1 can specifically be an integral cast-in-place reinforced concrete structure. As Figure 4 shows two adjacent connected grillages 1. A first expansion joint is formed between the adjacent grillages 1. For example Figure 4 the mortise and tenon connection between the two grillages 1 forms a first expansion joint in

[0038] As Figure 2 shows two adjacent connected surface layers 2. A second expansion joint is formed between the adjacent surface layers 2. For example Figure 2 the concave-convex combination between the two surface layers 2 forms a second expansion joint in

[0039] The position of the second expansion joint corresponds to the position of the first expansion joint. Specifically, for example Figure 1 shown in Figure 1 above the first expansion joint formed between the lower grillages 1, correspondingly, a second expansion joint is formed between two adjacent panels 2. The expansion direction of the first expansion joint is perpendicular to the expansion direction of the second expansion joint. For example, the first expansion joint can have a slight displacement in the horizontal direction but be limited in the vertical direction, and the second expansion joint can have a slight displacement in the vertical direction but be limited in the horizontal direction.

[0040] Furthermore, as Figures 1 to 7As shown in the figure, horizontal relative displacement can occur between adjacent grillages 1, and vertical relative displacement can occur between adjacent surface layers 2. With this arrangement, the grillage 1 is located on the pier columns of the wharf. The horizontal relative displacement between the grillages 1 can absorb the horizontal forces caused by water flow, wind load, or ship berthing force, etc., while the vertical relative displacement between the surface layers 2 can cope with the vertical deformation caused by temperature changes, vehicle vibrations, etc., enabling the wharf to flexibly adapt to the multi-directional deformation requirements under complex environments, avoiding stress accumulation in a single direction, and thus enhancing the overall flexibility and stability of the structure.

[0041] Furthermore, as Figure 4 shown in the figure, the grillage 1 includes longitudinal beams 11 and cross beams 12 that are perpendicular to each other. The extending direction of the longitudinal beam 11 is consistent with the extending direction of the structural section (wharf). One end of the longitudinal beam 11 is a tenon 111, and the other end of the longitudinal beam 11 is a mortise 112.

[0042] The design of the tenon 111 and the mortise 112 enables adjacent grillages 1 to have a certain relative displacement space during longitudinal connection, 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 a small displacement within the mortise 112, thereby releasing stress and avoiding stress concentration and structural damage that may be caused by rigid connection. At the same time, the engaging structure of the tenon 111 and the mortise 112 can limit excessive displacement (such as vertical displacement) to ensure the overall stability of the structure.

[0043] To meet the moving requirements of shore cranes after the completion of the wharf, as Figure 4 shown in the figure, the two longitudinal beams 11 connected to the head and tail ends of the cross beam 12 can be track beams.

[0044] Furthermore, as Figures 4 to 7 shown in the figure, the tenon 111 (such as Figure 4 the left end of the longitudinal beam 11 in the figure) is a strip-shaped protrusion extending along the extending direction of the cross beam 12, and the mortise 112 (such as Figure 4 the right end of the longitudinal beam 11 in the figure) is a strip-shaped groove extending along the extending direction of the cross beam 12. The extending direction of the longitudinal beam 11 is consistent with the extending direction of the structural section 100, that is, the extending direction of the longitudinal beam 11 is approximately the same as the extending direction of the coastline. The extending direction of the cross beam 12 is perpendicular to that of the longitudinal beam 11. Setting the extending directions of the tenon 111 and the mortise 112 to be the same as the extending direction of the cross beam 12 can better release the stress of water flow and ship berthing (a ship-berthing member is arranged on the outer facade of the wharf along the sea side), effectively absorb and disperse external forces, and enhance the safety and service life of the wharf.

[0045] Furthermore, the short side of the surface layer 2 is a serrated structure (for example, it can be alternately protruding and recessed, and the specific shapes of the protrusions or recessions can be rectangular, trapezoidal, triangular, arc-shaped, etc.), and adjacent surface layers 2 are combined with protrusions and recessions.

[0046] Through the combination of concavities and convexities, the zigzag structure significantly increases the contact area between adjacent surface layers 2, thereby enhancing the frictional force and biting force, making the connection more secure. The concave-convex fitting effectively restricts the relative movement of the surface layer 2 in the horizontal direction, avoiding the sliding or separation of the surface layer 2 caused by external forces (such as ship berthing or water flow impact), and improving the stability of the overall structure.

[0047] Furthermore, as Figure 2 , Figure 3 shown, the short side of the surface layer 2 includes a number of alternately arranged rectangular convex portions 21 and rectangular concave portions 22. The alternate arrangement of the rectangular convex portions 21 and rectangular concave portions 22 enables adjacent surface layers 2 to fit tightly together, significantly increasing the contact area, thereby enhancing the frictional force and biting force, making the connection more secure. This fitting method effectively restricts the relative movement of the surface layer 2 in the horizontal direction, preventing the sliding or separation of the surface layer 2 caused by external forces (such as ship berthing, water flow impact or vehicle driving), and improving the stability of the overall structure.

[0048] Furthermore, as Figure 1 , Figure 8 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 convex portion 21 is located between adjacent longitudinal beams 11, and the position of the concave portion 22 corresponds to the position of the longitudinal beam 11. With this setting method, the convex portion 21 is located between the longitudinal beams 11, and the concave portion 22 corresponds to the longitudinal beam 11. When the surface layer 2 undergoes relative displacement in the vertical direction, it can be transmitted to the lower longitudinal beam 11 in a timely manner. Due to the mortise and tenon structure of the longitudinal beam 11 being limited in the vertical direction and movable in the horizontal direction, it can better resist vertical stress; similarly, when the grillage 1 undergoes relative displacement in the horizontal direction, the force on the grillage 1 can be transmitted to the upper surface layer 2 in a timely manner. Due to the concave-convex combination of adjacent surface layers 2 being movable in the vertical direction and limited in the horizontal direction, it can better resist horizontal stress, improving the structural stability.

[0049] Traditional upper structures of wharves usually only allow deformation in a single direction (such as the horizontal direction or the vertical direction). When facing the stress caused by the superposition of multiple factors, it is easy to cause local stress concentration, which may further lead to structural cracking or fatigue damage. However, for the upper structure of the wharf provided in this embodiment, by correspondingly setting the first expansion joint between the grillages 1 and the second expansion joint between the surface layers 2, and the expansion directions of the two are perpendicular to each other. For example, the first expansion joint allows slight displacement in the horizontal direction but is limited in the vertical direction, and the second expansion joint allows slight displacement in the vertical direction but is limited in the horizontal direction. This can enable the grillage 1 to cope with the horizontal stress caused by water flow or berthing force, and enable the surface layer 2 to cope with the vertical stress caused by vehicle vibration, etc. This orthogonal and corresponding expansion design significantly improves the adaptability of the structure to multi-directional deformation, ensures the coordinated operation of the upper surface layer 2 and the lower grillage 1, and enhances the overall stability; On the other hand, the corresponding positions of the first expansion joint and the second expansion joint make the deformation of the grillage 1 and the surface layer 2 more coordinated, avoiding local fatigue or cracks caused by misaligned deformation. For example, the expansion of the surface layer 2 due to vibration will not generate additional shear force on the grillage 1, and vice versa. This design reduces the probability of fatigue damage of the structure in complex marine environments (such as tides, temperature differences, vibrations), extends the service life of the wharf, reduces the maintenance frequency and shutdown losses at the same time, and significantly reduces the long-term maintenance cost.

[0050] Embodiment 2 This embodiment provides a construction method for the upper structure of a wharf, which is used to form the upper structure of the wharf provided in Embodiment 1, and includes the following steps: S1: Before pouring the grillage 1, steel corbels can be welded on the steel pipe piles that have completed the pile driving construction as the load-bearing structure.

[0051] Cast the grillage 1 in-situ. The grillage 1 includes longitudinal beams 11 and cross beams 12 that are perpendicular to each other. The extending direction of the longitudinal beams 11 is the same as the extending direction of the structural section. One end of the longitudinal beam 11 is a tenon 111, and the other end of the longitudinal beam 11 is a mortise 112; Specifically, S1 includes: S11: Install the bottom formwork. The bottom formwork can be transported to the rear of the wharf structural section by a 25t truck crane in cooperation with a flatbed truck and wait for installation. When installing the bottom formwork, a 150t crawler crane on the shore can be used for installation. The operating conditions of the 150t crawler crane can be a safe distance of 5m from the front line of the revetment, and the lifting weight is 3.1t when the operating radius is 44 meters, meeting the requirements for formwork hoisting and assembly.

[0052] During the formwork hoisting process, first install the bottom formwork of the longitudinal beam 11 and then install the bottom formwork of the cross beam 12. The bottom formwork of the cross beam 12 is pressed on the bottom formwork of the longitudinal beam 11. The bottom formwork of the cross beam 12 is pressed on the bottom formwork of the longitudinal beam 11, and the overall stability of the formwork system during the pouring process is enhanced by the frictional force and mechanical biting force generated by the overlapping pressure, preventing the formwork from shifting due to the lateral pressure or vibration impact of the concrete; the overlapping design makes the joints of the bottom formworks of the longitudinal beam 11 and the cross beam 12 tighter, effectively preventing the leakage of concrete during pouring from the joints of the bottom formwork, ensuring the forming quality of the grillage 1 structure; the overlapping structure improves the stiffness of the formwork system, can better bear the self-weight of the concrete and construction loads, reduces formwork deformation, and ensures the geometric accuracy of the longitudinal beam 11 and the cross beam 12.

[0053] After all the formworks are hoisted, measure and set out the center axis and elevation of the bottom formwork, adjust the bottom formwork according to the measurement and setting out, then nail 18mm thick plywood on the formwork timber, and the size of the plywood is the same as the size of the beam bottom; the formwork around the pile top needs to be assembled on site at all pile top positions, and the elevation of the bottom formwork around the pile is 5cm lower than the beam bottom formwork; finally, lay the permeable formwork cloth on all the bottom formworks.

[0054] S12: Steel bar fabrication and binding; When binding steel bars, sufficient lap lengths of steel bars shall be reserved at the parts that need secondary binding, such as the berthing members, cantilever slabs, fenders, and dense mooring bollards. The lap length shall be carried out in accordance with 42d, and the staggering length shall be carried out in accordance with 1.3 times 42d. The lap joints shall be staggered by 50% in the same section. When the steel bars are arranged in bundles, the joints of the single steel bars in the bundled steel bars shall be staggered, and the spacing shall not be less than 40 times the diameter of the steel bars. The lap joint length shall be increased by 20%.

[0055] When binding steel bars, all intersections of steel bars shall be tied with wire. The ends of the binding wire shall face inwards. For the outer layer steel bars of the beam members with exposed surfaces, stainless steel wires with a diameter of φ1.2mm shall be used for binding, and other parts shall be bound with φ1.6mm soft iron wires. The concrete protection layer pads shall be concrete pads, and the strength and compactness shall not be lower than the concrete of the component body.

[0056] S13: Install the side formwork to form the longitudinal beam groove 41 and the cross beam groove 42; nail the splint and the permeable formwork cloth on the top surface of the side formwork. This work shall be completed on the shore before the side formwork can be hoisted. The side formwork shall be connected with tie bolts at the top, and the top foot bolts and the flower basket bolts shall be tightened at the bottom to fix it. It can be understood that for the formwork at the tenon 111 and the mortise 112 of the longitudinal beam 41, customized formwork corresponding to the structure of the tenon 111 and the mortise 112 can be used for installation.

[0057] S14: As Figure 10 shown, the pouring method of the grillage 1 is described. Figure 10 It shows two longitudinal beam grooves 41 and ten cross beam grooves 42 intersecting with them. Figure 10 In it, A1~A10 are the intersection points of a longitudinal beam groove 41 and a cross beam groove 42. Figure 10 In it, B1~B10 are the intersection points of another longitudinal beam groove 41 and a cross beam groove 42. Figure 10 In it, the hollow arrow can be the pouring direction of the concrete. Figure 10 In it, the solid black arrow can be the flowing direction of the concrete. When pouring the grillage 1, since the grillage 1 is relatively deep and the amount of concrete poured is large, if the traditional concrete pouring method is adopted, such as Figure 10 pouring in sequence from left to right as shown in it, it is easy to cause the concrete to crack and is not conducive to the later vibration of the workers, reducing the quality of the concrete pouring.

[0058] In this embodiment, two truck-mounted concrete pumps are used to pour the concrete simultaneously. The starting positions of the pump pipes of the two truck-mounted concrete pumps are located in the same cross beam groove 42. For example, the starting position of the pump pipe of one truck-mounted concrete pump is located at the A1 node, and the starting position of the pump pipe of the other truck-mounted concrete pump is located at the B1 node; the ending positions of the pump pipes of the two truck-mounted concrete pumps are located in the same cross beam groove 42. For example, the ending position of the pump pipe of one truck-mounted concrete pump is located at the A10 node, and the ending position of the pump pipe of the other truck-mounted concrete pump is located at the B10 node. The pump pipes of two concrete pumps are respectively located in different longitudinal beam grooves 41. For example, one concrete pump pours in the direction from A1 to A10, and the other concrete pump pours in the direction from B1 to B10.

[0059] The pump pipes of the concrete pumps pour from the nodes where the longitudinal beam groove 41 and the cross beam groove 42 intersect. For example, one concrete pump pours from A1, A2... A10, and the other concrete pump pours from B1, B2... B10. The concrete spreads along the longitudinal beam groove 41 and the cross beam groove 42. For example, when pouring at node A1, the concrete will flow towards node B1 (on the right side of the concrete pouring direction), node A2 (in front of the concrete pouring direction), and the left and rear sides of the concrete pouring direction; for example, when pouring at node A2, the concrete will flow towards node B2 (on the right side of the concrete pouring direction), node A3 (in front of the concrete pouring direction), node A1 (behind the concrete pouring direction), and the left side of the concrete pouring direction.

[0060] When pouring concrete, the pump pipes of the concrete pumps move directly from the current node to the next node, so that the subsequently poured concrete covers the slope formed by the previously poured concrete. For example, after pouring node A1, the pump pipes of the concrete pump directly move to node A2. After the pouring of node A2 is completed, the pump pipes of the concrete pump directly move to node A3 until the pouring operation is completed; Except for the starting position and the ending position, the pump pipes of one concrete pump lead the pump pipes of the other concrete pump by one pouring point. For example, except for nodes A1 and B1, and nodes A10 and B10, the pump pipes of one concrete pump lead the pump pipes of the other concrete pump by one pouring point. For example, after the pouring of node B1 is completed, the pump pipes of the concrete pump take the lead in moving to node B2 for pouring. At this time, the pump pipes of the other concrete pump are still pouring at node A1. After the pouring of node B2 is completed, the pump pipes of the concrete pump take the lead in moving to node B3 for pouring. At this time, the pump pipes of the other concrete pump are still pouring at node A2. This pouring method utilizes the flow characteristics of the concrete. For example, when pouring at A1, the height of the concrete at node A1 should be the highest, and the concrete flows around to form a slope. When pouring at A2, the concrete will first flow into the beam groove without concrete. After the height of the concrete at A2 exceeds the height of the previously poured concrete, it will gradually cover the previously poured concrete, so that the fresh concrete covers the old concrete. Since the pump pipes of one concrete pump lead the pump pipes of the other concrete pump by one pouring point, for example, when the pouring of B2 is completed, at this time A2 is still being poured, it will cover the concrete poured at B2. When the pump pipes move to B3, it will cover the concrete that has been poured at A2 (because the concrete poured at A2 will first flow to the un-poured A3 point). When the pump pipes move to A3, it will cover the concrete poured at B3, forming a layered coverage of the concrete.

[0061] Two sky pumps are used to complete the pouring of the beam grid 1. It can be foreseen that in the above-mentioned pouring method of the beam grid 1, the pumping pipes of the two sky pumps can move in adjacent longitudinal beam grooves 41, or can move in spaced longitudinal beam grooves 41 (for example, in the case where the two longitudinal beams 11 connected to the head and tail ends of the cross beam 12 in Example 1 are track beams, the width of the track beam is generally wider, and the amount of concrete poured is larger). For example, the pumping pipe of one sky pump moves in the longitudinal beam groove 41 where the A1 node is located, and the pumping pipe of the other sky pump moves in the longitudinal beam groove 41 where the C1 node (not shown in the figure, that is, the next longitudinal beam groove 41 adjacent to B1) is located. Due to the limitation of concrete fluidity and the quality of concrete pouring, the two pumping pipes are spaced at most by one longitudinal beam groove 41 during concrete pouring.

[0062] Furthermore, the concrete poured in S1 is C45 / 20 high performance concrete, and the slump of the concrete is controlled at 180±30 mm.

[0063] When pouring concrete, the pumping pipe starts from the node where the longitudinal beam groove 41 and the transverse beam groove 42 intersect, which can make the concrete flow better along the beam groove to the surroundings, and the concrete flowing along the beam groove will form an inclined surface. The pumping pipe moves directly from the current node to the next node, and the later poured concrete will gradually cover the inclined surface of the first poured concrete, forming the effect of "new concrete covering old concrete", which can make the fresh concrete cover the inclined surface of the old concrete, avoiding the long-term exposure of the old concrete surface, reducing the risk of water loss, and thus significantly reducing the possibility of concrete cracking; Two sky pumps are poured at the same time, 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 can make the newly poured concrete always flow to the old poured concrete until the concrete elevation reaches the standard. This pouring method ensures that the fresh concrete is always located above the old concrete, improving the concrete pouring quality; On the other hand, due to the deep depth of the beam groove, pouring it directly in place at one time will easily lead to a deep concrete depth, and the vibrator cannot be directly inserted into the bottom of the concrete, resulting in loose vibration. Through the above-mentioned method of alternately pouring new and old concrete, the vibration can be carried out in real time following the pump pipe, and the concrete can be vibrated and compacted before the concrete elevation is raised. After the new concrete flows over, it is vibrated again to achieve layered vibration of the concrete in the beam groove, which is conducive to emptying the bubbles in the concrete and ensuring the compactness of the concrete.

[0064] S2: Install the prefabricated panel 3, which is installed on the rectangular hole 13 surrounded by two adjacent longitudinal beams 11 and two cross beams 12; specifically, Figure 4 , Figure 9As shown in the figure, when installing the precast panel 3, a 320t crawler crane or a 150t crawler crane can be used for hoisting operations. When installing the precast panel 3, its elevation can be detected by a total station first, and then leveled with cement mortar to make the top elevation meet the design requirements.

[0065] S3: Cast in-situ concrete for the joints between the precast panels 3; before pouring the joint, the joint and the steel bars of the surface layer 2 can be tied first and then concrete is poured. Before pouring, the garbage in the panel is cleaned up, and the galvanized closing net is used to seal the closing part.

[0066] S4: Cast the surface layer 2 in-situ, and the short side of the surface layer 2 is a serrated structure; Furthermore, a number of convex parts 21 and concave parts 22 are formed alternately at the short side of the cast-in-situ surface layer 2. Since a number of convex parts 21 and concave parts 22 are to be formed at the short side of the surface layer 2, it can be foreseen that a customized formwork corresponding to the structures of the convex parts 21 and the concave parts 22 can be used for installation at the short side of the surface layer 2.

[0067] Specifically, when casting the surface layer 2 in-situ, it can be divided into six small blocks along the width direction of the wharf (the width of a single block can be 6.3m - 6.46m). During pouring, skip-construction is carried out, and finally it forms an integral whole.

[0068] S5: Repeat S1 - S4 to complete the casting of all structural segments 100. Horizontal relative displacement can occur between adjacent grillages 1, and vertical relative displacement can occur between adjacent surface layers 2.

[0069] The construction method of the upper structure of the wharf provided in this embodiment installs the precast panel 3 on the rectangular hole 13 of the grillage 1, reducing the on-site casting workload and improving the construction speed; the mortise and tenon structure of the cast-in-situ grillage 1 allows adjacent grillages 1 to have relative displacement in the horizontal direction, releasing the horizontal stress caused by water flow, ship berthing, etc., and providing vertical limit at the same time to ensure the structural stability; the serrated structure of the cast-in-situ panel allows vertical relative displacement between adjacent surface layers 2, adapting to the vertical deformation caused by temperature change, vibration, etc., and at the same time the serrated structure enhances the horizontal interlocking strength and restricts the horizontal sliding.

[0070] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principles of the present invention shall be included within the protection scope of the present invention.

Claims

1. An upper structure of a wharf, comprising a number of structural segments (100), the structural segments (100) including a grillage (1) and a surface layer (2), the surface layer (2) being located above the grillage (1), characterized in that, a first expansion joint is formed between adjacent grillages (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 direction of the first expansion joint is perpendicular to the expansion direction of the second expansion joint.

2. The upper structure of a wharf according to claim 1, characterized in that, Horizontal relative displacement can occur between adjacent grillages (1), and vertical relative displacement can occur between adjacent surface layers (2).

3. The upper structure of a wharf according to claim 2, characterized in that, The grillage (1) includes longitudinal beams (11) and transverse beams (12) that are perpendicular to each other. The extending direction of the longitudinal beams (11) is the same as the extending direction of the structural segment. One end of the longitudinal beam (11) is a tenon (111), and the other end of the longitudinal beam (11) is a mortise (112).

4. The upper structure of a wharf according to claim 3, characterized in that, The tenon (111) is a strip-shaped protrusion extending in the extending direction of the transverse beam (12), and the mortise (112) is a strip-shaped groove extending in the extending direction of the transverse beam (12).

5. The upper structure of a wharf according to claim 3, characterized in that, The short side of the surface layer (2) is a serrated structure, and adjacent surface layers (2) are joined in a concave-convex manner.

6. The upper structure of a wharf according to claim 3, characterized in that, The short side of the surface layer (2) includes a number of alternately arranged rectangular convex portions (21) and rectangular concave portions (22).

7. The upper structure of a wharf according to claim 6, characterized in that, Within the same structural segment (100), the convex portions (21) are located between adjacent longitudinal beams (11), and the position of the concave portions (22) corresponds to the position of the longitudinal beams (11).

8. A construction method for the upper structure of a wharf, characterized in that, A method for forming an upper structure of a wharf as described in any one of claims 1-7, comprising the following steps: S1: Cast the grillage (1) in situ. The grillage (1) includes longitudinal beams (11) and transverse beams (12) that are perpendicular to each other. The extending direction of the longitudinal beams (11) is the same as the extending direction of the structural segment. One end of the longitudinal beam (11) is a tenon (111), and the other end of the longitudinal beam (11) is a mortise (112); S2: Install precast panels (3). The precast panels (3) are installed on rectangular holes (13) formed by adjacent two longitudinal beams (11) and two transverse beams (12); S3: Cast in situ concrete for the joints between the precast panels (3); S4: Cast the surface layer (2) in situ. The short side of the surface layer (2) is a serrated structure; S5: Repeat S1~S4 to complete the casting of all structural segments (100). Horizontal relative displacement can occur between adjacent grillages (1), and vertical relative displacement can occur between adjacent surface layers (2).

9. A construction method for the upper structure of a wharf according to claim 8, 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: Fabricate and bind steel bars; S13: Install side formwork to form a longitudinal beam groove (41) and a transverse beam groove (42); S14: Use two truck-mounted concrete pumps to carry out concrete casting simultaneously. The starting positions of the pump pipes of the two truck-mounted concrete pumps are located in the same transverse beam groove (42); the ending positions of the pump pipes of the two truck-mounted concrete pumps are located in the same transverse beam groove (42); the pump pipes of the two truck-mounted concrete pumps are respectively located in different longitudinal beam grooves (41); The pumping pipe of the placing boom is used for pouring at the node where the longitudinal beam groove (41) intersects with the cross beam groove (42), and the concrete diffuses along the longitudinal beam groove (41) and the cross beam groove (42); When pouring the concrete, the pumping pipe of the placing boom is directly moved from the current node to the next node, so that the subsequently poured concrete covers the inclined plane formed by the previously poured concrete; Except for the starting position and the ending position, the pumping pipe of one placing boom leads the pumping pipe of the other placing boom by one pouring point; Two placing booms are used to complete the pouring of the grillage (1).

10. A construction method for the upper structure of a wharf according to claim 6, characterized in that, In S4, a plurality of convex portions (21) and concave portions (22) which are arranged alternately are formed on the short side of the cast-in-place surface layer (2).

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