High-pile wharf structure and construction method

Abstract

The invention discloses a high-pile wharf structure which is installed on a plurality of steel pipe piles distributed in a matrix mode, each steel pipe pile is of a columnar structure with circular steel plates filled with concrete, the high-pile wharf structure comprises a plurality of parallel track beams with the same size, the track beams are fixed to the upper ends of a row of steel pipe piles, and the track beams extend in the direction from a shoreline to the seaside; a sliding rail is arranged on the upper surface of the track beam; the upper structures are mutually spliced in the horizontal direction, each upper structure comprises at least two main beams, each main beam corresponds to the corresponding track beam, the main beams are arranged on the sliding rails in a sliding mode, and the main beams are provided with a plurality of vertically-through post-pouring holes at intervals; the invention further discloses a construction method of the high-pile wharf structure, a building translation method is systematically introduced into the field of high-pile wharf construction, and the application blank of the translation method in discrete pile foundation wharf engineering is filled.

Description

Technical Field

[0001] The present invention relates to the field of wharf engineering. More specifically, the present invention relates to a high-pile wharf structure and a construction method thereof. Background Art

[0002] As a typical structure for deep-water port construction, the high-pile wharf has significant advantages such as strong bearing capacity, excellent seismic performance, and adaptability to complex geological conditions. The high-pile wharf transfers the upper load to the deep foundation through steel pipe piles or concrete piles, which can effectively avoid the problem of uneven settlement of soft soil foundations, especially suitable for sea areas with large tidal differences and complex water depth conditions. In addition, the open structure of the high-pile wharf can reduce wave reflection and reduce the impact on the ecological environment of the surrounding waters. Therefore, it is widely used in fields such as large container terminals and oil and gas loading and unloading platforms.

[0003] The construction techniques of traditional high-pile wharves are mainly divided into three categories: full-cast-in-place construction, full-precast hoisting construction, and semi-precast hybrid construction, but all have certain limitations. The full-cast-in-place construction needs to complete the whole process from pile top treatment to upper structure casting at sea: first, install the pile cap formwork on the top of the steel pipe pile and tie the steel bars, and then pour the concrete of the track beam, cross beam, and panel layer by layer. Although this technique can ensure the integrity of the structure, affected by the wind, waves, and tidal fluctuations, the daily effective working time is less than 6 hours, and the formwork erection at sea is difficult, and the concrete curing conditions are poor, which are prone to honeycombing, pitting, and even crack defects. Taking a certain-class container terminal as an example, the in-situ casting of its upper structure took up to 14 months, during which the construction was suspended for a total of 57 days due to typhoons, and the cost overrun reached 23%.

[0004] The full-precast hoisting construction prefabricates large components on shore and then hoists and assembles them at sea. Although it can shorten the offshore operation cycle, it is limited by two major problems: one is that the size and weight of the precast components need to match the maximum lifting capacity of the floating crane ship, and the other is that the offshore hoisting is significantly affected by the wind and waves. Generally, the operation needs to be stopped when the wind force is above level 6, and it is difficult to control the positioning accuracy of the components. If equipment such as gantry lifting tools is set at the pile end, even the lifting equipment has potential safety hazards in extreme weather conditions. The semi-precast hybrid construction attempts to combine the prefabrication of main beams and the in-situ casting of secondary beams. Although it can partially improve the efficiency, the problem of process intersection is prominent: after the installation of the precast main beam, it is necessary to wait for the in-situ casting of the secondary beam to reach the strength before continuing the construction, resulting in fragmented construction periods, and the in-situ casting part still needs to face tidal interference, and the overall coordination difficulty is also relatively high.

[0005] As an effective construction technique in land engineering, the building translation method is a land construction technique that horizontally moves an entire building to the target location through sliding rails or rollers. Its advantages lie in avoiding demolition and reconstruction, reducing resource waste, and being applicable to special scenarios such as the protection of historical buildings. However, the traditional translation method relies on a continuous rigid foundation to provide reaction force, and the moving path needs to be strictly leveled. For buildings constructed using the translation method on land, the connection measures between the bottom of the building and the new foundation can be relatively simply completed after translation positioning, which cannot be achieved in high-piled wharf construction.

[0006] In high-piled wharf engineering, regardless of the construction method, basically all follow the construction sequence of pile foundation - pile cap - superstructure. And regardless of the construction technology, generally, hoisting equipment needs to be set at the top of the pile group to complete the hoisting of materials or precast structures. If the concept of the building translation method is adopted, the superstructure can be constructed on the shore while constructing the pile foundation and pile cap. Then, the superstructure can be pushed onto the completed pile group using the building translation method to form the wharf as a whole, which can significantly reduce the construction period. Therefore, it is necessary to propose a high-piled wharf structure suitable for the building translation method. Summary of the Invention

[0007] An object of the present invention is to provide a high-piled wharf structure. In the wharf, the pile group and pile cap are constructed in water, while the superstructure can be constructed on the shore during the same period. After both sides are constructed, the superstructure is pushed onto the pile group and fixed using the building translation method, greatly compressing the construction period and reducing the on-site hoisting volume, and being applicable to wharf construction projects in harsh environments.

[0008] To achieve these and other advantages in accordance with the present invention, in a first aspect, the present invention provides a high-piled wharf structure installed on a number of steel pipe piles distributed in a matrix. The steel pipe piles are columnar structures with circular steel plates filled with in-filled concrete, and include: a number of parallel and identically sized track beams fixed to the upper ends of a row of the steel pipe piles. The track beams extend from the shoreline to the sea side direction, and the upper surface of the track beams is provided with sliding rails; a number of superstructures spliced together in the horizontal direction. Each superstructure includes at least two main beams corresponding to the track beams. The main beams can be slidably placed on the sliding rails, and a number of post-cast holes penetrating up and down are provided at intervals in the main beams. Among them, the gap between the main beam and the matching track beam is concreted in the same batch as the post-cast holes.

[0009] Preferably, the upper structure includes a concrete slab. Below the concrete slab, there are main beams corresponding to the track beams and secondary beams that intersect horizontally and perpendicularly with the main beams. The post-cast holes are arranged at the intersections of the main beams and the secondary beams. Between any two adjacent main beams and between any two adjacent secondary beams, there are several structural beams that penetrate below the concrete slab. The beam steel bars of the main beams, secondary beams, and structural beams are partially embedded in the corresponding structures and the concrete slab, and the rest are exposed above the concrete slab. The steel bars between the opposite edges of the concrete slabs, the ends of the main beams, the ends of the secondary beams, and the ends of the structural beams between adjacent upper structures form lap joints. A cast-in-place concrete layer is poured on the concrete slab. Among them, the spaces between adjacent upper structures, the gaps between the main beams and the track beams, the post-cast holes, and the cast-in-place concrete layer are cast into one body.

[0010] Preferably, the track beam includes several spaced track beam segments. The upper surface of the track beam segment is provided with the slide rail. Between any two adjacent track beam segments, a track beam connection segment with the same cross-sectional size is constructed. The track beam segment is provided with a reserved hole that penetrates up and down. The reserved holes correspond to and are sleeved around the outer circumference of the steel pipe piles one by one. A horizontal support plate is provided on the upper part of the round steel plate of the steel pipe pile. The bottom of the track beam segment is placed on the support plate. The top of the round steel plate is not higher than the top of the slide rail.

[0011] Preferably, the diameter of the reserved hole is larger than the outer diameter of the steel pipe pile. Several shear-resistant members are welded to the outer wall of the round steel plate above the support plate. The area between the reserved hole and the round steel plate is filled with a concrete fixing section.

[0012] Preferably, the slide rail includes two slide rail vertical plates parallel to the track beam. The slide rail vertical plates are partially embedded in the track beam segment. Several mutually parallel roller shafts are rotatably installed between the two slide rail vertical plates. The bottom surface of the main beam is supported by several roller shafts.

[0013] Preferably, the post-cast holes correspond to and are coaxially arranged with the steel pipe piles one by one. The main beam steel bars in the main beams and the secondary beam steel bars in the secondary beams are disconnected in the post-cast holes. An embedded cross plate and an embedded steel reinforcement cage are vertically and coaxially buried in the steel pipe piles. The tops of the embedded cross plate and the embedded steel reinforcement cage are exposed above the top surface of the filled concrete but lower than the slide rail. A node connection structure is arranged in the post-cast holes. The bottom of the node connection structure is connected to the tops of the embedded cross plate and the embedded steel reinforcement cage. The node connection structure horizontally connects the disconnected and opposite main beam steel bars and secondary beam steel bars.

[0014] Preferably, the node connection structure includes a cross-shaped steel plate, a plurality of horizontal reinforcement connectors, and a vertical steel reinforcement cage. The bottom of the cross-shaped steel plate is welded to the top of the embedded cross-shaped plate. The longitudinal bars of the vertical steel reinforcement cage are connected by sleeves to the longitudinal bars of the embedded steel reinforcement cage. A plurality of through holes are formed in the cross-shaped steel plate, and the horizontal reinforcement connectors pass through the through holes. The two ends of the horizontal reinforcement connectors are connected to the ends of the horizontal bars in the corresponding main beam reinforcement or secondary beam reinforcement by sleeves.

[0015] Preferably, positioning structures are installed on both sides of the track beam. The positioning structure includes a fixed beam provided with a positioning through hole penetrating up and down. A threaded sleeve corresponding to the positioning through hole is embedded at the bottom of the secondary beam. Among them, when the positioning through hole is aligned with the threaded sleeve at the corresponding position, a threaded anchor bolt passes through the positioning through hole from bottom to top and is screwed into the threaded sleeve. The lower end of the threaded anchor bolt is fastened to the bottom surface of the fixed beam.

[0016] Preferably, concrete up-turned sections extend upward on both sides of the upper surface of the track beam. The concrete up-turned sections are parallel to the main beam and are located on both sides of the main beam. A sealing strip is provided between the concrete up-turned sections and the main beam.

[0017] In a second aspect, the present invention provides a construction method for a high-pile wharf structure, which is applied to the above-mentioned high-pile wharf structure and includes the following steps: S1. Complete the construction of steel pipe piles according to the design requirements, and complete the onshore foundation treatment and onshore foundation construction on the shore; S2. Construct the track beam at the end of the steel pipe pile. The track beam is aligned with the onshore foundation, and at the same time, construct the upper structure on the onshore foundation; S3. When both the track beam and the upper structure reach the design strength, prepare for the building translation between the upper structure on the shore and the onshore foundation, so that a slidable relationship is formed between the upper structure and the onshore foundation; S4. Translate the upper structure from the onshore foundation to the track beam in sequence, and push it along the track beam to the preset position to complete the translation of all the upper structures; S5. Complete the reinforcement and steel structure connection measures in each post-cast hole on the surface of the upper structure and between adjacent upper structures. Seal the gaps between adjacent upper structures and between the upper structure and the track beam, and integrally pour concrete to form a complete whole of all the upper structures, the track beam, and the post-cast holes.

[0018] The present invention has at least the following beneficial effects: First, the present invention systematically introduces the building translation method into the construction field of high-piled wharves for the first time, breaking through the limitations of traditional hoisting techniques. The present invention translates the upper structure by means of track beams cooperating with sliding rails, avoiding the risks of offshore hoisting. The theoretical construction efficiency is increased by more than 40%, and it is applicable to the engineering environment where sea breezes above level 6 often occur, filling the application gap of the translation method in discrete pile foundation wharf projects.

[0019] Second, the present invention adopts a post-cast hole internal node connection structure. By constructing and pre-embedding cross plates and pre-embedded steel reinforcement cages in steel pipe piles, the node construction of steel reinforcement - steel structure is completed in the post-cast holes after the upper structure is positioned, realizing the sliding connection in the translation stage and the rigid conversion in the final pouring stage.

[0020] Other advantages, objectives, and features of the present invention will be partially reflected by the following description and partially understood by those skilled in the art through the research and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a schematic diagram of the wharf construction process in a technical solution of the present invention; Figure 2 It is a top view of the upper structure construction process in a technical solution of the present invention; Figure 3 It is a schematic diagram of the upper structure in a technical solution of the present invention; Figure 4 It is a schematic diagram before the translation of the upper structure in a technical solution of the present invention; Figure 5 It is a schematic diagram of the translation process of the upper structure in a technical solution of the present invention; Figure 6 It is a schematic diagram of the track beam segment in a technical solution of the present invention; Figure 7 It is a schematic diagram of the internal steel reinforcement and embedded components of the track beam segment in a technical solution of the present invention; Figure 8 It is a schematic diagram of the sliding rail in a technical solution of the present invention; Figure 9 It is a schematic diagram of the installation of the track beam segment in a technical solution of the present invention; Figure 10 It is a schematic diagram of the end node of the steel pipe pile in a technical solution of the present invention; Figure 11 It is a schematic diagram of section A in a technical solution of the present invention; Figure 12 It is a schematic diagram of the track beam segment and the track beam connection segment in a technical solution of the present invention; Figure 13Schematic diagram of the relationship between the upper structure and the track beam segment in a technical solution of the present invention; Figure 14 Schematic diagram of the installation of main beam steel bars, secondary beam steel bars, and node connection structure in a technical solution of the present invention; Figure 15 Front view when positioning the upper structure in a technical solution of the present invention; Figure 16 Side schematic diagram when positioning the upper structure in a technical solution of the present invention; Figure 17 Schematic diagram of the installation of the node connection structure in the post-cast hole in a technical solution of the present invention Figure 1 ; Figure 18 Schematic diagram of the installation of the node connection structure in a technical solution of the present invention Figure 2 ; Figure 19 Schematic diagram of the positioning structure in a technical solution of the present invention.

[0022] Description of the drawings: 1 - Foundation, 10 - Shore foundation, 2 - Steel pipe pile, 21 - Round steel plate, 22 - Filled concrete, 23 - Support plate, 24 - Shear resistance member, 25 - Embedded cross plate, 26 - Embedded steel reinforcement cage, 27 - Concrete fixed section, 3 - Track beam, 30 - Reserved hole, 31 - Track beam segment, 310 - Track beam connection section, 32 - Track beam steel bars, 33 - Concrete up-turned section, 4 - Upper structure, 40 - Post-cast hole, 41 - Concrete slab, 42 - Main beam, 421 - Main beam steel bars, 43 - Secondary beam, 431 - Secondary beam steel bars, 432 - Threaded sleeve, 44 - Structural beam, 5 - Cast-in-place concrete layer, 6 - Slide rail, 61 - Slide rail vertical plate, 610 - Vertical plate opening, 62 - Stiffening plate, 63 - Roller, 7 - Positioning structure, 70 - Positioning through hole, 71 - Embedded bracket, 72 - Fixed beam, 73 - Threaded anchor bolt, 8 - Node connection structure, 81 - Cross steel plate, 82 - Horizontal bar connector, 83 - Vertical steel reinforcement cage, 9 - Sealing strip. Detailed implementation manners

[0023] The following further describes the present invention in detail in conjunction with the drawings and specific implementation manners, so that those skilled in the art can implement it according to the description in the specification.

[0024] It should be understood that the terms such as "having", "comprising", and "including" used herein do not exclude the presence or addition of one or more other elements or their combinations.

[0025] It should be noted that, unless otherwise specified, the experimental methods described in the following implementation schemes are all conventional methods, and the structures and components, unless otherwise specified, can be obtained through commercial channels; in the description of the present invention, it should be noted that, unless otherwise clearly defined and limited, the terms "installation", "connection", and "setting" should be understood in a broad sense. For example, they can be fixedly connected and set, or detachably connected and set, or integrally connected and set. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances. The orientation or positional relationship indicated by the terms "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation to the present invention.

[0026] As Figures 1 to 13 shown, the present invention provides a high-piled wharf structure, including: a plurality of parallel and identically sized track beams 3, the track beams 3 being fixed to the upper ends of a row of the steel pipe piles 2, the track beams 3 extending from the shoreline to the sea side, and a slide rail 6 being provided on the upper surface of the track beams 3; a plurality of upper structures 4 spliced together in the horizontal direction, each upper structure 4 including at least two main beams 42, each main beam 42 corresponding to a track beam 3, the main beam 42 being slidably placed on the slide rail 6, and a plurality of post-cast holes 40 penetrating through the main beam 42 up and down being provided at intervals, wherein, the gap between the main beam 42 and the matching track beam 3 is concreted in the same batch as the post-cast holes 40. In this technical solution, as Figure 1 、 Figure 2 、 Figure 3 、 Figure 4 、 Figure 5 shown, the track beam 3 is fixed on a row of steel pipe piles 2. The track beam 3 can be fixedly connected to the end of the steel pipe pile 2 by means of in-situ casting, or can be first divided into small pieces in an assembled manner and then hoisted and connected to the end of the steel pipe pile 2.

[0027] In this technical solution, during the construction of steel pipe piles 2, the construction of the onshore foundation 10 can be carried out synchronously on the shore foundation 1. The onshore foundation 10 includes a number of onshore tracks corresponding to the track beams 3 one by one. During the construction of the track beams 3, the construction operation of the upper structure 4 can be carried out on the onshore foundation 10. The upper structure 4 at least includes two main beams 42 that act as sliding supports. After the track beams 3 and the upper structure 4 are both cured and reach the design strength, referring to the existing building translation method, the upper structure 4 can be lifted by means of hydraulic jacking and steel rollers can be placed between the onshore tracks of the onshore foundation 10 and the main beams 42, so that the upper structure 4 can be translated on the onshore foundation 10. By using a jacking device or a traction device, the upper structure 4 is translated from the shore to the track beam 3 until it is translated to the predetermined position of the steel pipe pile 2 pile group.

[0028] In this technical solution, the sliding rail 6 can reduce the friction between the upper structure 4 and the sliding rail 6 by setting a number of roller shafts for rolling, or it can be made of section steel. The height of the gap between the main beam 42 and the upper surface of the track beam 3 is the height of the sliding rail 6. A number of post-cast holes 40 are opened on the main beam 42. After the upper structure 4 is translated to the design position, the two sides of the gap space between the main beam 42 and the track beam 3 are closed. After the reinforcement and steel structure connection measures are carried out in the post-cast holes 40, concrete is poured to complete the closure between the space between the main beam 42 and the track beam 3 and the post-cast holes 40. The sliding rail 6 does not need to be removed and is cast integrally with the main beam 42 and the track beam 3.

[0029] The present invention systematically introduces the building translation method into the construction field of high-pile wharves for the first time. Only the materials used for the construction of the track beams 3 need to be hoisted at sea, and there are no large-weight components. The present invention realizes the synchronous construction of the pile group and the upper structure 4 by means of the track beam cooperating with the sliding rail, significantly improves the overall construction efficiency of the wharf, and is applicable to the engineering environment where high-level sea winds often occur, filling the application gap of the translation method in the pile foundation wharf project.

[0030] In another technical solution, the upper structure 4 includes a concrete slab body 41. A main beam 42 corresponding to the track beam 3 and a secondary beam 43 horizontally and vertically intersecting with the main beam 42 are provided below the concrete slab body 41. The post-cast hole 40 is arranged at the intersection of the main beam 42 and the secondary beam 43. A number of structural beams 44 penetrating below the concrete slab body 41 are arranged between any two adjacent main beams 42 and between any two adjacent secondary beams 43. Part of the beam steel bars of the main beam 42, the secondary beam 43 and the structural beam 44 are embedded in the corresponding structures and the concrete slab body 41, and the rest are exposed above the concrete slab body 41. The steel bars between the opposite edges of the concrete slab bodies 41, the ends of the main beams 42, the ends of the secondary beams 43 and the ends of the structural beams 44 between adjacent upper structures 4 are overlapped. A cast-in-place concrete layer 5 is poured on the concrete slab body 41. Among them, the space between adjacent upper structures 4, the gap between the main beam 42 and the track beam 3, the post-cast hole 40 and the cast-in-place concrete layer 5 are cast into one body. In this technical solution, as Figure 3 shown, the upper structure 4 is a structure similar to a composite slab, and the overall weight is relatively light, which is convenient for overall jacking and translation on the shore foundation 10. The main beam 42 and the secondary beam 43 are arranged in an intermittently disconnected manner and cannot exert the force-bearing effect of the beam structure before the pouring in the post-cast hole 40 is completed. At this time, the structural beam 44 under the concrete slab body 41 of the upper structure 4 plays a supporting role. Between adjacent upper structures 4, the measures for steel bar lapping and binding refer to the existing mature building code practices for precast beam and slab joints. The formwork for the gap between adjacent upper structures 4 can adopt the hanging formwork method. When all the upper structures 4 are positioned and all the steel bars and steel structure connection measures in the post-cast holes 40 are completed, the construction of the cast-in-place concrete layer 5 is carried out on all the concrete slab bodies 41 uniformly.

[0031] In another technical solution, the track beam 3 includes a number of spaced track beam segments 31. The upper surface of the track beam segment 31 is provided with the slide rail 6. A track beam connection segment 310 with the same cross-sectional size is constructed between any two adjacent track beam segments 31. A reserved hole 30 penetrating up and down is opened in the track beam segment 31. The reserved holes 30 are arranged in one-to-one correspondence and are fitted around the outer circumference of the steel pipe pile 2. A horizontal supporting plate 23 is provided on the upper part of the round steel plate 21 of the steel pipe pile 2. The bottom of the track beam segment 31 is placed on the supporting plate 23. The top of the round steel plate 21 is not higher than the top of the slide rail 6. In this technical solution, as Figures 6 to 12As shown, after the construction of the steel pipe pile 2 is completed, the brackets 23 are welded outside the circular steel plate 21 uniformly on-site. All the brackets 23 maintain the same height. The track beam segment 31 is a precast concrete component prefabricated in a precast component factory. After being shipped to the site, it can be hoisted above the corresponding steel pipe pile 2 by a medium or small-sized lifting device. The track beam segment 31 is lowered onto the bracket 23, and the track beam connection segment 310 is cast in place at the gap position between adjacent track beam segments 31 using a suspended formwork.

[0032] In this technical solution, the slide rail 6 is constructed together with the track beam segment 31 in the precast component factory. The track beam steel bars 32 in the track beam segment 31 extend outwards from both ends. The measures for steel bar connection and lapping between the ends of two opposite track beam segments 31 can adopt the existing standard practices for precast component joints. Optionally, the track beam segment 31 can also be made of a steel structure with good stiffness and anti-deformation ability.

[0033] In another technical solution, the diameter of the reserved hole 30 is larger than the outer diameter of the steel pipe pile 2. A number of shear-resistant members 24 are welded to the outer wall of the circular steel plate 21 above the bracket 23. The area between the reserved hole 30 and the circular steel plate 21 is filled with a concrete fixing section 27. In this technical solution, after the track beam segment 31 is placed on the steel pipe pile 2, the bottom of the reserved hole 30 is completely closed by the bracket 23. After sealing measures are taken at the joint, concrete can be poured into the circular steel plate 21 and the reserved hole 30 to further enhance the joint performance between the track beam segment 31 and the steel pipe pile 2. The shear-resistant members 24 can be in the form of stud bolts, batten plates, stiffening rib plates, etc. welded to the outer circumference of the circular steel plate 21. The concrete fixing section 27 can be cast together with the track beam connection segment 310 to further compress the overall construction period.

[0034] In another technical solution, the slide rail 6 includes two slide rail vertical plates 61 parallel to the track beam 3. Part of the slide rail vertical plates 61 are buried in the track beam segment 31. A number of mutually parallel roller shafts 63 are rotatably installed between the two slide rail vertical plates 61. The bottom surface of the main beam 42 is supported by a number of roller shafts 63. In this technical solution, as Figure 8 、 Figure 9As shown, the slide rail vertical plate 61 is an inverted T-shaped steel section. Its horizontal plate part is embedded in the track beam segment 31, and several vertical plate openings 610 are provided in the part of the vertical plate extending out of the track beam segment 31. Between two opposite slide rail vertical plates 61, several stiffening plates 62 are arranged at intervals. The stiffening plates 62 are partially embedded in the track beam segment 31 to prevent the slide rail vertical plates 61 from buckling when the upper structure 4 is translated later. The roller shaft 63 is a rigid cylindrical or cylindrical member, which is inserted into two opposite vertical plate openings 610. In order to prevent corrosion and rust, the roller shaft 63 can be installed uniformly on-site before the upper structure 4 meets the translation conditions. Optionally, multiple rows of slide rails 6 can be arranged on the upper surface of the track beam segment 31. The friction between the upper structure 4 and the track beam 3 can also be reduced by installing bearings between the roller shaft 63 and the vertical plate openings 610.

[0035] In another technical solution, the post-cast holes 40 are arranged in one-to-one correspondence and coaxially with the steel pipe piles 2. The main beam steel bars 421 in the main beam 42 and the secondary beam steel bars 431 in the secondary beam 43 are disconnected in the post-cast holes 40. An embedded cross plate 25 and an embedded steel reinforcement cage 26 are vertically embedded coaxially in the steel pipe pile 2. The tops of the embedded cross plate 25 and the embedded steel reinforcement cage 26 expose the top surface of the infilled concrete 22 but are lower than the slide rail 6. A node connection structure 8 is arranged in the post-cast hole 40. The bottom of the node connection structure 8 is connected to the tops of the embedded cross plate 25 and the embedded steel reinforcement cage 26. The node connection structure 8 horizontally connects the disconnected and opposite main beam steel bars 421 and secondary beam steel bars 431. In this technical solution, as Figures 13 to 18 shown, in order to ensure the force of the overall dock structure and the strength of the nodes, it is necessary to focus on designing the node connection form in the post-cast hole 40. The embedded steel reinforcement cage 26 and the embedded cross plate 25 are placed when pouring the infilled concrete 22. Among them, the longitudinal bars of the embedded cross plate 25 and the embedded steel reinforcement cage 26 extend upward out of the infilled concrete 22 for subsequent connection with the node connection structure 8. Since the node connection structure 8 needs to be placed in the post-cast hole 40, and since the overall force of the upper structure 4 is mainly exerted by the structural beam 44 at this time, the main beam steel bars 421 and the secondary beam steel bars 431 are disconnected within the range of the post-cast hole 40. The form of the node connection structure 8 can refer to the existing steel reinforced concrete structure form. The node connection structure 8 and the embedded cross plate 25 are welded on-site. The longitudinal bars of the embedded steel reinforcement cage 26 are upwardly lapped and extend out of the post-cast hole 40. After the node connection structure 8 is installed, the connection work of the main beam steel bars 421 and the secondary beam steel bars 431 in the post-cast hole 40 is completed.

[0036] In another technical solution, the node connection structure 8 includes a cross-shaped steel plate 81, a plurality of horizontal bar connectors 82, and a vertical steel bar cage 83. The bottom of the cross-shaped steel plate 81 is welded to the top of the embedded cross-shaped plate 25. The longitudinal bars of the vertical steel bar cage 83 are connected to the longitudinal bars of the embedded steel bar cage 26 by sleeve connection. A plurality of through holes are formed in the cross-shaped steel plate 81, and the horizontal bar connectors 82 pass through the through holes. The two ends of the horizontal bar connectors 82 are connected to the ends of the horizontal bars in the corresponding main beam bars 421 or secondary beam bars 431 by sleeve connection. In this technical solution, as Figure 18 shown, the cross-shaped steel plate 81 and the embedded cross-shaped plate 25 are matched in shape, and the connection between them is completed by on-site welding. Optionally, the cross-shaped steel plate 81 and the embedded cross-shaped plate 25 can also be strengthened by adding gusset plates. The adjacent wing plates of the cross-shaped steel plate 81 can be further strengthened by adding stiffening ribs. A plurality of through holes are formed in the wing plates of the cross-shaped steel plate 81. The longitudinal bars of the vertical steel bar cage 83 are connected to the longitudinal bars of the embedded steel bar cage 26 by sleeve connection. Optionally, the connection can also be completed by electro-slag pressure welding. The horizontal connector 82 is a steel bar with threads at both ends having the same diameter as the horizontal bars in the corresponding main beam bars 421 and secondary beam bars 431. The connection between the horizontal connector 82 and the ends of the corresponding horizontal bars is by means of a threaded sleeve. Optionally, the horizontal connector 82 can also be other forms of steel section members.

[0037] In another technical solution, positioning structures 7 are installed on both sides of the track beam 3. The positioning structure 7 includes a fixed beam 72 provided with a positioning through hole 70 penetrating up and down. A threaded sleeve 432 corresponding to the positioning through hole 70 is embedded at the bottom of the secondary beam 43. Among them, when the positioning through hole 70 is aligned with the threaded sleeve 432 at the corresponding position, a threaded anchor bolt 73 passes through the positioning through hole 70 from bottom to top and is screwed into the threaded sleeve 432. The lower end of the threaded anchor bolt 73 is fastened to the bottom surface of the fixed beam 72. In this technical solution, after the upper structure 4 is translated to an appropriate position, temporary positioning measures are required to prevent deviation, and during the subsequent construction process of the cast-in-place concrete layer 5, the upper structure 4 does not shake or shift. During the construction process of the upper structure 4, the threaded sleeve 432 is buried in the secondary beam 43 in advance, and the opening of the threaded sleeve 432 faces downward. During the construction process of the track beam 3, the embedded bracket 71 is buried on both sides of the track beam 3, as Figure 6 、 Figure 7As shown in Figure 19, the embedded bracket 71 can be an I-beam with two ends protruding from the track beam 3. The protruding ends are welded together to form a fixed beam 72. The fixed beam 72 is a section steel. When the upper structure 4 is in the designed position, the positioning through hole 70 corresponds to the position of the threaded sleeve 432. At this time, the threaded sleeve 432 is inserted from bottom to top through the positioning through hole 70 into the threaded sleeve 432 to complete the temporary fixation of the upper structure 4.

[0038] In another technical solution, on both sides of the upper surface of the track beam 3, concrete up-turned sections 33 extend upward. The concrete up-turned sections 33 are parallel to the main beam 42 and are located on both sides of the main beam 42. A sealing strip 9 is arranged between the concrete up-turned sections 33 and the main beam 42. In this technical solution, as Figure 15 shown, the concrete up-turned sections 33 are arranged on both sides of the main beam 42, and the height of the concrete up-turned sections 33 does not affect the secondary beam 43. When the cast-in-place concrete layer 5 is constructed subsequently, the worker manually inserts the sealing strip 9 into the gap between the concrete up-turned section 33 and the side surface of the main beam 42 to seal the bottom surface of the main beam 42 and the upper surface of the track beam 3 to avoid the problem of slurry leakage during concrete pouring. The sealing strip 9 can be a mortar material manually filled, or a material with elasticity and sealing performance such as polyurethane.

[0039] In another technical solution, the construction method of the above high-pile wharf structure includes the following steps: S1. Complete the construction of the steel pipe piles 2 according to the design requirements, and complete the foundation treatment and the construction of the onshore foundation 10 on the shore. Specifically, after the construction of the steel pipe piles 2 is completed, a construction support plate 23 and a shear-resistant member 24 are welded to the pile head on site.

[0040] S2. Construct the track beam 3 at the end of the steel pipe piles 2. The track beam 3 is aligned with the onshore foundation 10. At the same time, construct the upper structure 4 on the onshore foundation. Specifically, the track beam 3 adopts track beam segments 31. After the track beam segments 31 are processed and cured in the precast component factory, they are shipped to the site for unified hoisting. After the track beam segments 31 are hoisted on the steel pipe piles 2, concrete is poured into the intervals, reserved holes 30 and round steel plates 21 between adjacent track beam segments 31 to form a concrete fixed section 27 and a track beam connection section 310. All the steel bars of the upper structure 4 except at the post-cast hole 40 have been tied.

[0041] S3. When both the track beam 3 and the upper structure 4 reach the designed strength, prepare for the building translation between the upper structure 4 on the shore and the onshore foundation 10 to make a slidable relationship between the upper structure 4 and the onshore foundation 10. Specifically, the translation operation of the upper structure 4 on the onshore foundation 10 refers to the existing building translation construction method.

[0042] S4. Sequentially translate the upper structure 4 from the shore foundation 10 to the track beam 3, and push it along the track beam 3 to the preset position to complete the translation of all the upper structures 4. Specifically, after the main beam 42 of the upper structure 4 is aligned with the corresponding track beam 3, push the upper structure 4 from the shore to the track beam 3 until it reaches the designed position and is fixed. Sequentially push all the upper structures 4 to the designed positions and fix them.

[0043] S5. Complete the connection measures of the steel bars and steel structures in each post-cast hole 40 on the surface of the upper structure 4 and between adjacent upper structures 4, seal the gaps between adjacent upper structures 4 and between the upper structure 4 and the track beam 3, and integrally pour concrete to form a complete whole of all the upper structures 4, the track beam 3, and the post-cast holes 40. Specifically, after completing the installation and binding work of the node connection structure 8 in each post-cast hole 40, completing the butt joint and lapping work of the steel bars between adjacent upper structures 4, and completing the suspended formwork, pour the cast-in-place concrete layer 5 uniformly. The concrete of this batch fills the space between the main beam 42 and the track beam 3, each post-cast hole 40, the space between adjacent upper structures 4, and the concrete slab 41 of the upper structure 4, and the construction of the wharf structure is completed.

[0044] Although the embodiments of the present invention have been disclosed as above, it is not limited to the applications listed in the specification and the embodiments. It can be fully applied to various fields suitable for the present invention. For those familiar with the field, additional modifications can be easily achieved. Therefore, without departing from the general concept defined by the claims and the equivalent scope, the present invention is not limited to the specific details and the illustrated and described examples here.

[0045] It should be noted that although the above steps are described in a specific order, it does not mean that the steps must be executed in the above specific order. In fact, some of these steps can be executed concurrently or even the order can be changed as long as the required functions can be achieved. The number of devices and the processing scale described here are used to simplify the description of the present invention, and the application, modification, and variation of the present invention are obvious to those skilled in the art.

[0046] Although the embodiments of the present invention have been disclosed as above, it is not limited to the applications listed in the specification and the embodiments. It can be fully applied to various fields suitable for the present invention. For those familiar with the field, additional modifications can be easily achieved. Therefore, without departing from the general concept defined by the claims and the equivalent scope, the present invention is not limited to the specific details and the illustrated and described examples here.

Claims

1. High-pile wharf structure, which is installed on a number of steel pipe piles (2) distributed in a matrix. The steel pipe pile (2) is a columnar structure with a circular steel plate (21) filled with in-filled concrete (22) inside. It is characterized in that, Comprising: A number of parallel and identically sized track beams (3), the track beams (3) being fixed to the upper ends of a row of the steel pipe piles (2), the track beams (3) extending from the shoreline towards the sea side, and a slide rail (6) being provided on the upper surface of the track beams (3); A number of upper structures (4) spliced together horizontally, each upper structure (4) including at least two main beams (42), each main beam (42) corresponding to a track beam (3), the main beam (42) being slidably placed on the slide rail (6), a number of post-cast holes (40) penetrating through vertically being provided at intervals on the main beam (42), wherein, the gap between the main beam (42) and the matching track beam (3) is concreted with the post-cast holes (40) in the same batch.

2. The high-piled wharf structure according to claim 1, characterized in that The upper structure (4) includes a concrete slab body (41), below the concrete slab body (41) there are provided main beams (42) corresponding to the track beams (3) and secondary beams (43) vertically intersecting horizontally with the main beams (42), the post-cast holes (40) are provided at the intersections of the main beams (42) and the secondary beams (43), a number of structural beams (44) penetrating below the concrete slab body (41) are provided between any two adjacent main beams (42) and between any two adjacent secondary beams (43), part of the beam steel bars of the main beams (42), secondary beams (43) and structural beams (44) are embedded in the corresponding structures and the concrete slab body (41), and the rest are exposed above the concrete slab body (41), the steel bars between the opposite edges of the concrete slab bodies (41), the ends of the main beams (42), the ends of the secondary beams (43) and the ends of the structural beams (44) of adjacent upper structures (4) form lappings, and a cast-in-place concrete layer (5) is cast on the concrete slab body (41), wherein, the spaces between adjacent upper structures (4), the gaps between the main beams (42) and the track beams (3), the post-cast holes (40) and the cast-in-place concrete layer (5) are cast into one body.

3. The high-piled wharf structure according to claim 1, wherein, The track beam (3) includes a number of spaced track beam segments (31), the slide rail (6) being provided on the upper surface of the track beam segments (31), a track beam connection section (310) with the same cross-sectional dimensions is constructed between any two adjacent track beam segments (31), a reserved hole (30) penetrating through vertically is provided on the track beam segment (31), the reserved holes (30) are arranged in one-to-one correspondence and are fitted around the outer circumference of the steel pipe piles (2), a horizontal supporting plate (23) is provided on the upper part of the circular steel plate (21) of the steel pipe pile (2), the bottom of the track beam segment (31) is placed on the supporting plate (23), and the top of the circular steel plate (21) is not higher than the top of the slide rail (6).

4. The high-pile wharf structure according to claim 3, characterized in that The diameter of the reserved hole (30) is larger than the outer diameter of the steel pipe pile (2), a number of shear-resistant members (24) are welded to the outer wall of the circular steel plate (21) above the supporting plate (23), and a concrete fixing section (27) is filled in the area between the reserved hole (30) and the circular steel plate (21).

5. The high-pile wharf structure according to claim 3, characterized in that, The slide rail (6) includes two slide rail vertical plates (61) parallel to the track beam (3). The slide rail vertical plates (61) are partially buried in the track beam segment (31). A number of mutually parallel roller shafts (63) are rotatably installed between the two slide rail vertical plates (61), and the bottom surface of the main beam (42) is supported by a number of roller shafts (63).

6. The high-piled wharf structure according to claim 1, characterized in that, The post-cast holes (40) are arranged in one-to-one correspondence and coaxially with the steel pipe piles (2). The main beam steel bars (421) in the main beam (42) and the secondary beam steel bars (431) in the secondary beam (43) are disconnected in the post-cast holes (40). An embedded cross plate (25) and an embedded steel reinforcement cage (26) are vertically buried coaxially in the steel pipe pile (2). The tops of the embedded cross plate (25) and the embedded steel reinforcement cage (26) are exposed above the top surface of the infilled concrete (22) but lower than the slide rail (6). A node connection structure (8) is arranged in the post-cast hole (40). The bottom of the node connection structure (8) is connected to the tops of the embedded cross plate (25) and the embedded steel reinforcement cage (26), and the node connection structure (8) horizontally connects the disconnected and opposite main beam steel bars (421) and secondary beam steel bars (431).

7. The high-pile wharf structure according to claim 6, wherein, The node connection structure (8) includes a cross steel plate (81), a number of horizontal bar connectors (82) and a vertical steel reinforcement cage (83). The bottom of the cross steel plate (81) is welded and connected to the top of the embedded cross plate (25). The longitudinal bars of the vertical steel reinforcement cage (83) are connected by sleeves to the longitudinal bars of the embedded steel reinforcement cage (26). A number of through holes are formed in the cross steel plate (81), and the horizontal bar connectors (82) pass through the through holes. The two ends of the horizontal bar connectors (82) are connected by sleeves to the ends of the horizontal bars in the corresponding main beam steel bars (421) or secondary beam steel bars (431).

8. The high-piled wharf structure according to claim 1, characterized in that, Positioning structures (7) are installed on both sides of the track beam (3). The positioning structure (7) includes a fixed beam (72) provided with a positioning through hole (70) penetrating up and down. A threaded sleeve (432) corresponding to the positioning through hole (70) is embedded at the bottom of the secondary beam (43). Among them, when the positioning through hole (70) is aligned with the threaded sleeve (432) at the corresponding position, a threaded anchor bolt (73) passes through the positioning through hole (70) from bottom to top and is screwed into the threaded sleeve (432), and the lower end head of the threaded anchor bolt (73) is fastened to the bottom surface of the fixed beam (72).

9. The high-piled wharf structure according to claim 1, characterized in that, Concrete up-turned sections (33) extend upward on both sides of the upper surface of the track beam (3). The concrete up-turned sections (33) are parallel to the main beam (42) and are located on both sides of the main beam (42). A sealing strip (9) is arranged between the concrete up-turned sections (33) and the main beam (42).

10. Construction method of high-pile wharf structure, applied to the high-pile wharf structure described in any one of claims 1 to 9, characterized in that, Including the following steps: S1. Complete the construction of the steel pipe piles (2) according to the design requirements, and complete the onshore foundation treatment and the construction of the onshore foundation (10) on the shore; S2. Construct the track beam (3) at the end of the steel pipe pile (2). The track beam (3) is aligned with the onshore foundation (10), and at the same time, construct the upper structure (4) on the onshore foundation; S3. After the track beam (3) and the upper structure (4) both reach the design strength, preparations for building translation are carried out between the upper structure (4) on the shore and the shore foundation (10) so that a slidable relationship is formed between the upper structure (4) and the shore foundation (10). S4. The upper structure (4) is successively translated from the shore foundation (10) onto the track beam (3) and pushed along the track beam (3) to the preset position to complete the translation of all the upper structures (4). S5. Reinforcement and steel structure connection measures are completed within each post-cast hole (40) on the surface of the upper structure (4) and between adjacent upper structures (4). The gaps between adjacent upper structures (4) and between the upper structure (4) and the track beam (3) are sealed, and concrete is integrally poured to form a complete whole of all the upper structures (4), the track beam (3), and the post-cast holes (40).

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