Prefabricated wharf and construction method therefor

Abstract

The present invention discloses a prefabricated wharf, which is mounted on multiple columns of steel pipe piles distributed at intervals, and comprises: multiple parallel semi-prefabricated strip footings, each of which is mounted on one steel pipe pile, and comprises multiple prefabricated pile caps. Each prefabricated pile cap is in a strip-block—shaped concrete structure; multiple connected inter-beam bearing plates are arranged between any two adjacent semi—prefabricated strip footings, bottom surfaces of the inter-beam bearing plates contact with top surfaces of the semi-prefabricated strip footings, multiple box—shaped core formworks is fixed on the inter-beam bearing plate; a concrete cast-in-place portion comprising cast-in-place main beams formed on the semi-prefabricated strip footing, secondary beams and a concrete Slab body. The invention has a good bearing capacity, so that no supporting structure needs to be additionally arranged, and a beam-slab system distributed in a grid mode can be formed through one-time pouring.

Description

TECHNICAL FIELD The present invention relates to the eld of concrete construction. More particularly, the present invention relates to a prefabricated wharf and a construction method therefor. BACKGROUND In a wharf engineering project, a form of highpile wharf is often adopted, an upper portion of a steel pipe pile driven into a seabed is higher than a water surface, and subsequent concrete structure construction is carried out by mounting a pile cap on a pile head of the steel pipe pile. During subsequent construction, a wharf structure may be completed by a cast-inplace or prefabrication method, and such wharf is constructed on the water surface. In the case of adopting a technology of supporting a formwork on site and then pouring concrete, it will be difcult to organize the construction. However, in the case of adopting a method of combining pure prefabricated components with joint grouting, there is also the problem that strength at beamcolumn and beam-slab joints is not as good as that of a cast-in-place structure. The patent with application publication number CN116122325A discloses a construction method for a fabricated high-pile wharf. In the construction method of the application, prefabricated core cap beams and slabs are prefabricated integrally and hoisted integrally to form a wharf surface passage quickly, which ensures the safety of employment, improves the engineering quality and reduces the wharf construction cost. However, this structure needs to be hoisted, then turned over and mounted, and inserted into an end portion of a pipe pile, so that the construction is difficult. Moreover, components in this technical solution take the pile as a center point, the prefabricated beams and slabs are horizontally overhung, and bearing capacities of the beams and slabs are limited at this time. During subsequent concrete pouring of slab surface or construction stacking, it is also necessary to mount a support system under the slab surface, and the construction is also complicated. The patent with the authorization publication number CN107012828B discloses a fully fabricated wharf structure and a mounting method therefor, wherein prefabricated transverse beams are connected with prefabricated pile cap joints, prefabricated longitudinal beams are overlapped on the prefabricated pile cap joints, and joints among the pile cap joints, the prefabricated transverse beams and the prefabricated longitudinal beams are connected through a groove structure and a grouting method. In this technical solution, all joints are connected by a grouting or inserting method, so that the structural strength and integrity are not as good as those of a cast-in-place or equivalent cast-in-place structure, and slabs and even beams are easy to be damaged in use. Therefore, it is necessary to design a prefabricated wharf structure, which has characteristics of a fabricated wharf without formwork support, is equivalent to a cast-in-place concrete structure in strength, and realizes simple site construction and strong structural reliability. SUMMARY One objective of the present invention is to provide a prefabricated wharf structure and a construction method therefor, which has characteristics of a fabricated wharf without formwork support, is equivalent to a cast-inplace concrete structure in strength, and realizes simple site construction and strong structural reliability. In order to achieve these objectives and other advantages according to the present invention, in one aspect, the present invention provides a prefabricated wharf, which is mounted on multiple columns of steel pipe piles distributed at intervals, and comprises: a plurality of parallel semiprefabricated strip footings, wherein each semiprefabricated strip footing is correspondingly mounted on one column of steel pipe piles, the semi-prefabricated strip footing comprises a plurality of prefabricated pile caps connected end to end, and the prefabricated pile cap is in a strip-block-shaped concrete structure; a plurality of inter-beam bearing plates connected end to end, which are borne between any two adjacent semiprefabricated strip footings, wherein two sides of bottom surfaces of the inter-beam bearing plates make contact with top surfaces of the semi-prefabricated strip footings, a plurality of box-shapedcore formworks are xed onan upper surface of the inter-beam bearing plate in a matrix mode, and the boxshapedcore formwork is in a hollow box structure; and a concrete castin-place portion, which is formed above the inter-beam bearing plates and the semi-prefabricated strip footings, wherein the concrete cast-in-place portion comprises cast-in-place main beams poured and formed on the semiprefabricated strip footing, castinplace secondary beams poured and formed between the boxshapedcore formworks on the interbeam bearing plate and a concrete slab body poured and formed on the box-shapedcore formworks. Preferably, the prefabricated pile cap is provided with a plurality of pile cap holes matched with the steel pipe piles, bearing plates are mounted at upper ends of pipe bodies of the steel pipe piles, top surfaces of the bearing plates are horizontal, the steel pipe piles extend in from lower ends of corresponding pile cap holes, a bottom surface of the prefabricated pile cap is attached to the top surfaces of the bearing plates, and concrete is poured in the pile cap holes. Preferably, a pile cap wet joint portion is poured between two adjacent prefabricated pile caps on the same semiprefabricated strip footing. Preferably, a top surface of the prefabricated pile cap is upwardly provided with a strip-shaped pile cap upper ange rabbet along two long sides, two sides of the interbeam bearing plate are downwardly provided with bearing plate lower ange beams, a bottom surface of the bearing plate lower ange beam is placed on the semi-prefabricated strip footing on a corresponding side, and opposite side surfaces of two bearing plate lower ange beams are in contact with side walls of corresponding pile cap upper ange rabbets. Preferably, the inter-beam bearing plate is provided with a plurality of rectangular bearing plate reserved openings in a matrix mode, the inter-beam bearing plate is provided with continuous reserved opening upper ange rabbets along edges of the bearing plate reserved openings, the boxshapedcore formwork is in a box-shaped concrete structure with an open bottom, the boxshapedcore formworks correspond to the bearing plate reserved openings one by one, and are matched and buckled on the bearing plate reserved openings, and inner walls of the box-shapedcore formworks are attached to the reserved opening upper ange rabbets. Preferably, an open bottom edge of the box-shapedcore formwork is attached with a circle of continuous sealing coil, and two sides of the sealing coil are turned upward and respectively attached to inner and outer side walls of the box-shapedcore formwork respectively. In a second aspect, the present invention provides a construction method for the prefabricated wharf, which comprises the following steps: Sl: mounting the bearing plates on peripheries of the steel pipe piles, placing the prefabricated pile caps on corresponding steel pipe piles one by one through a hoisting device, and ensuring that the prefabricated pile caps are horizontal; SZ: supporting a hanging formwork at end portions of adjacent prefabricated pile caps, pouring concrete to the pile cap wet joint portion and the pile cap holes at the same time, and forming the plurality of parallel semi-prefabricated strip footings; S3: hoisting the inter-beam bearing plates on the semi-prefabricated strip footings in sequence, and carrying out a sealing measure in a seam position between the bearing plate lower ange beam and the semi-prefabricated strip footing; S4: hoisting the box-shapedcore formworks and buckling the box-shapedcore formworks on the bearing plate reserved openings in corresponding positions, and carrying out a further sealing measure in a seam position between the reserved opening upper ange rabbet and the boxshapedcore formwork; SS: nishing binding of an upper main beam reinforcing cage on the semi-prefabricated strip footing; S6: nishing binding of a secondary beam reinforcing cage on the same inter-beam bearing plate, and enabling the secondary beam reinforcing cage on two sides of the semi-prefabricated strip footing to form a reliable steel bar connection relationship; and S7: erecting slab body steel bars on the box-shapedcore formworks, and then carrying out on-site construction to nish the concrete cast-in-place portion. The present invention comprises at least the following benecial effects: Firstly, according to the prefabricated wharf of the present invention, the assembled semiprefabricated strip footings and the interbeam bearing plates serve asbottom formworks, which have a good bearing capacity, so that no supporting structure needs to be additionally arranged, the box-shapedcore formworks arranged in the matrix mode serve as side formworks of the cast-in-place main beams and the castinplace secondary beams, and a beam system distributed in a grid mode can be formed through one-time pouring. Secondly, according to the prefabricated wharf of the present invention, beam-slab-column joints are all cast-in-place joints, a joint strength is signicantly improved compared with completely prefabricated components or other semi-prefabricated components, and in addition to a hoisting operation, only a binding operation in a steel bar joint position needs to be carried out on site, thus avoiding a large-scale steel bar binding operation. Other advantages, objectives and features of the present invention will be partially reected by the following description, and will be partially understood by those skilled in the art through researching and practicing the present invention. BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a side view of a construction process of a prefabricated wharf before pouring in one technical solution of the present invention; FIG. 2 is a side view of the prefabricated wharf after pouring in one technical solution of the present invention; FIG. 3 is a schematic diagram of a construction ow of the prefabricated wharf in one technical solution of the present invention; FIG. 4 is an exploded View a of the prefabricated wharf in one technical solution of the present invention; FIG. 5 is an exploded view b of the prefabricated wharf in one technical solution of the present invention; FIG. 6 is an exploded View c of the prefabricated wharf in one technical solution of the present invention; FIG. 7 is an exploded view (1 of the prefabricated wharf in one technical solution of the present invention; FIG. 8 is a top view of the prefabricated wharf after pouring in one technical solution of the present invention; FIG. 9 is a schematic mounting diagram of inter-beam bearing plates and semiprefabricated strip footings on two sides in one technical solution of the present invention; FIG. 10 is a schematic structural diagram of one inter-beam bearing plate in one technical solution of the present invention; FIG. 11 is a top view of the inter-beam bearing plate in one technical solution of the present invention; FIG. 12 is a schematic diagram of a boxshapedcore formwork in one technical solution of the present invention; FIG. 13 is a crosssectional View of the box-shapedcore formwork buckled on a bearing plate reserved opening in one technical solution of the present invention; FIG. 14 is a schematic diagram of a construction ow of the semiprefabricated strip footing in one technical solution of the present invention; FIG. 15 is a rst schematic diagram of on-site construction in one technical solution of the present invention; and FIG. 16 is a second schematic diagram of onsite construction in one technical solution of the present invention. In the drawings, l refers to steel pipe pile, ll refers to bearing plate, 12 refers to intra-steel pipe pile reserved steel bar, 2 refers to semi-prefabricated strip footing, 21 refers to prefabricated pile cap, 210 refers to pile cap hole, 211 refers to pile cap upper ange rabbet, 22 refers to pile cap wet joint portion, 221 refers to reserved steel bar in wet joint portion, 23 refers to main beam reinforcing cage, 3 refers to inter-beam bearing plate, 31 refers to bearing plate lower angebeam, 3O refers to bearing plate reserved opening, 32 refers to reserved opening upper ange rabbet, 33 refers to bearing plate reinforcing cage, 331 refers to lower ange beam reinforcing cage, 332 refers to transverse reinforcing cage in plate, 34 refers to bearing plate reinforcing beam, 4 refers to boxshapedcore formwork, 41 refers to intra-core formwork steel bar, 42 refers to sealing coil, 43 refers to sealing coating, 5 refers to secondary beam reinforcing cage, 51 refers to transverse beam reinforcing cage, 52 refers to longitudinal beam reinforcing cage, 6 refers to concrete cast-in-place portion, 60 refers to concrete slab body, 600 refers to cavity in plate, 61 refers to cast-in-place main beam, 62 refers to cast-inplace secondary beam, 621 refers to cast-inplace transverse beam, and 622 refers to cast-inplace longitudinal beam. DETAILED DESCRIPTION The present invention is further described in detail hereinafter with reference to the drawings and specic embodiments, so that those skilled in the art can implement according to the text of the specication. It should be understood that the terms such as "having," "including," and "comprising" as used herein do not exclude the presence or addition of one or more other elements or combinations thereof. It should be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specied. The structures and members can all be obtained commercially unless otherwise specied. In the description of the present invention, it should be noted that the terms "installation", "connected" and "connection" should be understood in a broad sense unless otherwise specied and dened. For example, they may be xed connection and arrangement, removable connection and arrangement, or integrated connection and arrangement. The specic meanings of the above terms in the present invention can be understood in a specic case by those of ordinary skills in the art. The orientation or position relationships indicated by the terms such as " transverse", longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like, refer to the orientation or position relationships shown in the drawings, which are only intended to facilitate describing the present invention and simplifying the description, and do not indicate or imply that the indicated devices or elements must have a specic orientation, be constructed and operated in a specic orientation, and therefore cannot be understood as a limitation of the present invention. As shown in FIG. 1 to FIG. 16, the present invention provides a prefabricated wharf, which is mounted on multiple columns of steel pipe piles 1 distributed at intervals, and comprises: a plurality of parallel semi-prefabricated strip footings 2, wherein each semi-prefabricated strip footing 2 is correspondingly mounted on one column of steel pipe piles 1, the semi-prefabricated strip footing 2 comprises a plurality of prefabricated pile caps 21 connected end to end, and the prefabricated pile cap 21 is in a strip-block-shaped concrete structure; a plurality of inter-beam bearing plates 3 connected end to end, which are borne between any two adjacent semi-prefabricated strip footings 2, wherein two sides of bottom surfaces of the inter-beam bearing plates 3 make contact with top surfaces of the semi-prefabricated strip footings 2, a plurality of box-shapedcore formworks 4 are xed onan upper surfaceof the interbeam bearing plate 3 in a matrix mode, and the boxshapedcore formwork 4 is in a hollow box structure; and a concrete cast-in-place portion 6, which is formed above the inter-beam bearing plates 3 and the semi-prefabricated strip footings 2, wherein the concrete cast-in-place portion 6 comprises cast-in-place main beams 61 poured and formed on the semiprefabricated strip footing 2, castinplace secondary beams 62 poured and formed between the box-shapedcore formworks 4 on the inter-beam bearing plate 3, and a concrete slab body 60 poured and formed on the box-shapedcore formworks 4. In this technical solution, the steel pipe pile 1 is in a steel pipe concrete structure which has been completed before construction of other structures of the wharf and internally lled with concrete, and a reserved steel bar 12 in the steel pipe pile may be embedded in the steel pipe pile 1 and extend out of the steel pipe pile for subsequent binding with other steel bars. The prefabricated pile cap 21 is in a concrete blockshaped structure which has been processed in a prefabricated component processing plant, the prefabricated pile cap is internally distributed with steel bars, and the steel bars may extend out of the component according to onsite requirements. The prefabricated pile cap 21 may be placed on a plurality of steel pipe piles 1 by embedding fasteners inside the prefabricated pile cap 21 or welding horizontal supporting plates at end portions of the steel pipe piles 1, the end portions of the steel pipe piles 1 may be connected with the prefabricated pile cap 21 through existing grouting joints, and a gap between two prefabricated pile caps 21 with adjacent end portions may be connected by a mature technology of a cast-inplace or assembled steel structure. In this technical solution, after all the prefabricated pile caps 21 are mounted, multiple rows of semi-prefabricated strip footings 2 are formed, one inter-beam bearing plate 3 is borne between any two adjacent semi-prefabricated strip footings 2, the inter-beam bearing plate 3 is a concrete plate with a bearing capacity or a steel plate with a rib, and the inter-beam bearing plates 3 serve as bottom formworks in subsequent on-site concrete pouring. The boxshapedcore formwork 4 is a concrete box body or a metal box body produced in a prefabricated component processing plant, and a bottom portion of the box-shapedcore formwork is connected with the interbeam bearing plate 3. If the box-shapedcore formwork 4 is a closed hollow box body, xed connection or proper anti-oating treatment needs to be carried out between the box-shapedcore formwork 4 and the inter-beam bearing plate 3, thus avoiding formwork dislocation in a cast-in-place process. Gaps between the boxshaped core formworks 4 form gridlike castinplace secondary beams 62 after pouring concrete, while cast-inplace main beams 61 are formed on the semi-prefabricated strip footings 2 and in areas between the box-shaped core formworks 4 on two sides. Reinforcing cages in the cast-in-place main beams 61 and the castinplace secondary beams 62 may be positioned by onsite binding or hoisting after prebinding, and a steel bar binding form may refer to an existing standard schematic handbook for steel bar binding or a form of selecting joints according to a specic stress situation. In this technical scheme, the castinplace secondary beam 62 comprises a cast-in-place longitudinal beam 622 parallel to the cast-in-place main beam 61 and a cast-in-place transverse beam 621 perpendicular to the cast-inplace main beam 61, dimensions of the cast-in-place main beam 61 and the cast-in-place secondary beam 62 need to be designed according to a bearing capacity of the wharf, and the designed dimensions of the cast-in-place main beam 61 and the cast-inplace secondary beam 62 determine the shape and arrangement of the boxshapedcore formwork 4. FIG. 1, FIG. 2 and FIG. 4 to FIG. 7 show different forms of four different boxshapedcore formworks 4, and FIG. 4 and FIG. 5 respectively show dimensions and arrangement positions of the boxshaped core formworks 4 with only the cast-in-place transverse beams 621. In the above two cases, only one row of spaced box-shapedcore formworks 4 are stacked on one interbeam bearing plate 3, and according to different spans, length and width dimensions of the box-shapedcore formworks 4 need to be adjusted. In a wharf unit as shown in FIG. 4 and FIG. 5, there are only the cast-in-place main beams 61 and the castin-place transverse beams 621, and in a wharf unit as shown in FIG. 6 and FIG. 7, dimensions and specications of the adopted box-shapedcore formworks 4 are the same as those of the box-shapedcore formworks in the wharf unit in FIG. 4. However, because multiple rows of spaced box-shapedcore formworks 4 are stacked on the same inter-beam bearing plate 3, the cast-in-place longitudinal beam 622 is formed between each row of box-shapedcore formworks 4. In this technical solution, after the inter-beam bearing plate 3 is hoisted and placed, a gap between the interbeam bearing plate 3 and the semi-prefabricated strip footing 2 needs to be sealed by adopting a sealing material such as a sponge strip or painting a waterproof coating, thus avoiding the problem of slurry leakage in subsequent concrete pouring. In this technical solution, the assembled semiprefabricated strip footings 2 and interbeam bearing plates 3 serve as bottom formworks, which have a good bearing capacity and may be used as a stable construction platform, without adding any supporting structure. The box-shapedcore formworks 4 arranged in the matrix mode serve as side formworks of the castinplace main beams 61 and the castinplace secondary beams 62, top surfaces of the box-shapedcore formworks 4 serve as bottom formworks of the concrete slab body 60, and the box-shapedcore formworks 4 form cavities 600 in the plate during pouring, so that an overall structure of the wharf reaches the strength, and an overall weight of the wharf is greatly reduced at the same time. According to the prefabricated wharf of the present invention, a beam system distributed in a grid mode can be formed through one-time pouring. According to the prefabricated wharf in this technical solution, beam-slab-column joints are all castinplace joints, a joint strength is signicantly improved compared with completely prefabricated components or other semi-prefabricated components, and in addition to a hoisting operation, only a binding operation in a steel bar joint position needs to be carried out on site, thus avoiding a large-scale steel bar binding operation. In another technical solution, the prefabricated pile cap 21 is provided with a plurality of pile cap holes 210 matched with the steel pipe piles 1, bearing plates 11 are mounted at upper ends of pipe bodies of the steel pipe piles 1, top surfaces of the bearing plates 11 are horizontal, the steel pipe piles 1 extend in from lower ends of corresponding pile cap holes 210, a bottom surface of the prefabricated pile cap 21 is attached to the top surfaces of the bearing plates 11, and concrete is poured in the pile cap holes 210. The bearing plate 11 is a structure capable of being mounted or xed on an upper portion of the steel pipe pile 1, and the top surface of the bearing plate is horizontal and larger than the pile cap hole 210 in dimension. During hoisting of the prefabricated pile cap 21, the pile cap holes 210 allow corresponding steel pipe piles 1 to penetrate through until the bottom surface of the prefabricated pile cap 21 is placed on the bearing plates 11, and the bearing plates 11 completely seal bottom portions of the pile cap holes 210. After the concrete is poured into the pile cap holes 210, the steel pipe piles 1 and the prefabricated pile cap 21 are poured into a stable whole, and an existing joint form or a splicing method may be applied between the steel pipe piles 1 and the prefabricated pile cap 21, thus being more stable. In another technical solution, a pile cap wet joint portion 22 is poured between two adjacent prefabricated pile caps 21 on the same semiprefabricated strip footing 2. When all the prefabricated pile caps 21 are connected with the corresponding steel pipe piles 1 and xed in place, the formwork is uniformly sealed in an interval position between two adjacent prefabricated pile caps 21 and micro-expansive concrete is poured for sealing. Optionally, the connection between two adjacent prefabricated pile caps 21 may also be completed in a form of a steel structure connector. In another technical solution, a top surface of the prefabricated pile cap 21 is upwardly provided with a strip-shaped pile cap upper ange rabbet 211 along two long sides, two sides of the interbeam bearing plate 3 are downwardly provided with bearing plate lower ange beams 31, a bottom surface of the bearing plate lower ange beam 31 is placed on the semi-prefabricated strip footing 2 on a corresponding side, and opposite side surfaces of two bearing plate lower ange beams 31 are in contact with side walls of corresponding pile cap upper ange rabbets 211. As shown in FIG. 9, in this technical solution, the inter-beam bearing plate 3 is placed on the prefabricated pile caps 21 on two sides through the bearing plate lower ange beams 31 on two sides of the bottom surface of the interbeam bearing plate, and the pile cap upper ange rabbet 211 is attached to an inner side of the bearing plate lower ange beam 31, so that the inter-beam bearing plate 3 may be placed on the semi-prefabricated strip footings 2 more stably without other constraints, and due to the close attachment of the pile cap upper ange rabbets 211 to the bearing plate lower ange beams 31, the problem of slurry leakage during subsequent construction of the concrete cast-in-place portion 6 is avoided, and an additional sealing measure needs to be taken at a joint portion between the pile cap wet joint portion 22 and the inter-beam bearing plate 3. In this technical solution, a bearing plate reinforcing cage 33 is arranged inside the inter-beam bearing plate 3, which may make the inter-beam bearing plate 3 have a better bearing capacity, and the bearing plate reinforcing cage 33 comprises a lower ange beam reinforcing cage 331. When the bearing plate reinforcing cage 33 is internally distributed with steel bars, a maximum construction load borne by the inter-beam bearing plate 3 insubsequent construction also needs to be taken into account. When the inter-beam bearing plate 3 has a large span or needs to bear a large construction load, as shown in FIG. 10, a bearing plate reinforcing beam 34 may be added between the bearing plate lower ange beams 31 on two sides, the bearing plate reinforcing beam 34 is perpendicular to the bearing plate lower ange beams 31, and a bottom surface of the bearing plate reinforcing beam is not lower than the bearing plate lower ange beams 31. In another technical solution, the inter-beam bearing plate 3 is provided with a plurality of rectangular bearing plate reserved openings 30 in a matrix mode, the inter-beam bearing plate 3 is provided with continuous reserved opening upper ange rabbets 32 along edges of the bearing plate reserved openings 30, the boxshapedcore formwork 4 is in a box-shaped concrete structure with an open bottom, the box-shapedcore formworks 4 correspond to the bearing plate reserved openings 30 one by one, and are matched and buckled on the bearing plate reserved openings 30, and inner walls of the boxshapedcore formworks 4 are attached to the reserved opening upper ange rabbets 32. As shown in FIG. 10 to FIG. 13, according to dimension design results of the cast-inplace main beam 61 and the cast-in-place secondary beam 62, a specic dimension and a stacking position of the boxshapedcore formwork 4 are designed, and then a position of the bearing plate reserved opening 30 in the inter-beam bearing plate 3 is designed based on the above results. The boxshapedcore formwork 4 is internally distributed with intracore formwork steel bars 41 to improve a bearing capacity of the box-shapedcore formwork 4 and avoid cracking of the box-shapedcore formwork 4 caused by collision, and a bottom portion of the boxshapedcore formwork 4 is matched and connected with the reserved opening upper ange rabbet 32 to avoid the problem of slurry leakage during construction of the concrete cast-in-place portion 6. In another technical solution, an open bottom edge of the box-shapedcore formwork 4 is attached with a circle of continuous sealing coil 42, and two sides of the sealing coil 42 are turned upward and respectively attached to inner and outer Side walls of the box-shapedcore formwork 4 respectively. In this technical solution, the sealing coil 42 may be a waterproof coil made of SBS modied asphalt with a thickness of 3 mm, which is adhered to an inner wall, a bottom portion and an outer wall of the box-shapedcore formwork 4 by re baking and heating. Because a reinforcing cage has been placed and xed between the box-shaped core formworks 4 arranged in the matrix mode before the construction of the concrete cast-in-place portion 6, it is difcult to manually check the sealing at this time because of insufcient space. The sealing coil 42 is arranged at the bottom portion of the box-shapedcore formwork 4, which plays a better sealing role between the bottom portion of the box-shapedcore formwork 4 and the reserved opening upper ange rabbet 32. In another technical solution, a construction method for the prefabricated wharf comprises the following steps. In Sl, the bearing plates 11 are mounted on peripheries of the steel pipe piles 1, the prefabricated pile caps 21 are placed on corresponding steel pipe piles 1 one by one through a hoisting device, and it is ensured that the prefabricated pile caps 21 are horizontal. Specically, before formal construction of the prefabricated wharf, it is necessary to design the steel pipe pile 1, the prefabricated pile cap 2, the inter-beam bearing plate 3, the box-shaped core mould 4, the main beam reinforcing cage 23 and the secondary beam reinforcing cage 5 according to a bearing zone and a bearing capacity of the wharf, considering the joint connection design between the main beam reinforcing cage 23 and the secondary beam reinforcing cage 5, the construction technology of the steel pipe pile 1 refers to an existing pile foundation construction technology, and the bearing plate 11 is mounted and xed manually. In S2, a hanging formwork is supported at end portions of adjacent prefabricated pile caps 21, concrete is poured to the pile cap wet joint portion 22 and the pile cap holes 210 at the same time, and the plurality of parallel semiprefabricated strip footings 2 are formed. Specically, the concrete in the pile cap hole 210 and the concrete applied at the pile cap wet joint portion 22 are poured in the same batch, a strength of the concrete used is greater than that of the prefabricated pile cap 21, and a subsequent construction process can only be carried out after the strength of the pile cap wet joint portion 22 reaches at least 50%. In S3, the inter-beam bearing plates 3 are hoisted on the semi-prefabricated strip footings 2 in sequence, and a sealing measure is carried out in a seam position between the bearing plate lower ange beam 31 and the semi-prefabricated strip footing 2. Specically, after the inter-beam bearing plates 3 are hoisted, it is necessary to cover the bearing plate reserved opening 30 with a temporary sealing plate, so that the inter-beam bearing plate 3 may be used as a construction platform for stacking and loading, and the seam position between the bearing plate lower ange beam 31 and the semi-prefabricated strip footing 2 is sealed by adopting a sponge strip or painting a polyurethane coating. In S4, the box-shapedcore formworks 4 are hoisted and buckled on the bearing plate reserved openings 30 in corresponding positions, and a further sealing measure is carried out in a seam position between the reserved opening upper ange rabbet 32 and the box-shapedcore formwork 4. Specically, a special hoisting point should be reserved on the boxshapedcore formwork 4 for hoisting, it is necessary to manually check whether the boxshapedcore formwork 4 is horizontally buckled on the bearing plate reserved opening 30 during hoisting, and the sealing coil 42 is tightly attached to the reserved opening upper ange rabbet 32. After all the box-shapedcore formworks 4 are hoisted, a joint portion between each boxshapedcore formwork 4 and the interbeam bearing plate 3 is uniformly painted with a sealing coating 43 manually, and the sealing coating 43 may be the polyurethane coating, which is painted several times to ensure that there is no slurry leakage subsequently. In S5, binding of an upper main beam reinforcing cage 23 on the semi-prefabricated strip footing 2 is nished. Specically, before pouring the concrete in the pile cap hole 210 in the prefabricated pile cap 21, intra-steel pipe pile reserved steel bars 12 may be reserved, pre-embedded steel bars may extend out of an upper surface of the prefabricated pile cap 21 at the beginning of production, wet joint reserved steel bars 221 may also be reserved at the pile cap wet joint portion 22 before pouring, and the main beam reinforcing cage 23 may be bound on site manually based on the intrasteel pipe pile reserved steel bars 12 and the steel bars extending out of the prefabricated pile cap 21 which serve as longitudinal steel bars, or constructed off site as a semi-nished reinforcing cage body, which is hoisted on the semi-prefabricated strip footing 2 and then bound on site with the intra-steel pipe pile reserved steel bars 12. In S6, binding of a secondary beam reinforcing cage 5 on the same inter-beam bearing plate 3 is nished, and the secondary beam reinforcing cage 5 on two sides of the semi-prefabricated strip footing 2 forms a reliable steel bar connection relationship. Specically, the secondary beam reinforcing cage 5 may be bound and formed before hoisting. After hoisting, the secondary beam reinforcing cage 5 needs to be bound with the adjacent main beam reinforcing cage 23 through a joint, and end portions of corresponding secondary beam reinforcing cages 5 on two adjacent inter-beam bearing plates 3 need to be connected through a steel bar sleeve or overlapped. As shown in FIG. 6 and FIG. 7, in the case of multiple rows of spaced box-shapedcore formworks 4 on the inter-beam bearing plate 3, the secondary beam reinforcing cage 5 comprises a transverse beam reinforcing cage 51 and a longitudinal beam reinforcing cage 52. In S7, slab body steel bars are erected on the box-shapedcore formworks 4, and then on-site construction is carried out to nish the concrete cast-in-place portion 6. Specically, the slab body steel bars are bound based on the main beam reinforcing cage 23 and the secondary beam reinforcing cage 5 which have been bound and xed. Before the construction of the concrete cast-inplace portion 6, it is necessary to check on-site steel bar binding and carry out slag removal on the semiprefabricated strip footings 2 and the interbeam bearing plates 3. Although the implementation of the present invention has been disclosed above, it is not limited to the applications listed in the specication and the embodiments, and can be fully applied to various elds suitable for the present invention, and additional modications can be easily implemented by those skilled in the art. Therefore, the present invention is not limited to the specic details and illustrations shown and described herein without departing from the general concept dened by the claims and the equivalent scope.

Claims

1. Prefabricated quay, which is built on multiple columns at intervals divided steel pipe piles (1) are assembled, the prefabricated quay comprising: a plurality of parallel semi-prefabricated strip feet (2), each semi-prefabricated strip foot (2) corresponding to one column of steel pipe piles (1) is mounted, whereby the semi-prefabricated strip foot (2) has a plurality of prefabricated pile caps (21) which are connected end to end, wherein the prefabricated pile cap (21) is in a strip block-shaped concrete structure; a plurality of inter-beam support plates (3) connected end to end and between any two adjacent semi-prefabricated strip feet (2) are worn, with two sides of bottom surfaces of the inter-beam support plates (3) come into contact with top surfaces of the semi-prefabricated strip feet (2), in which a plurality of box-shaped core forms (4) in a matrix mode on a top surface of the inter-beam support plate (3) are attached, and the box-shaped core formwork (4) is configured as a hollow box structure; an in-situ concrete casting section (6), which is formed above the inter-beam support plates (3) and the semi-prefabricated strip feet (2), where the in-situ concrete casting section (6) includes: in-situ cast main beams (61), which are cast and formed on the semi-prefabricated strip foot (2), in-situ cast side beams (62), which are cast and formed between the box-shaped core forms (4) on the inter-beam support plate (3), and a concrete slab body (60), which is cast and formed on the box-shaped core formwork (4).

2. Prefabricated quay according to claim 1, characterised in that the prefabricated pile cap (21) is provided with a multitude of pile cap holes (210) which are matched to the steel poles (1), with support plates (1) mounted at the top ends of the pipe bodies of the steel pipe piles (1), where the top surfaces of the support plates (11) are horizontal, with the steel pipe piles (1) extend inward from the lower ends of the corresponding pile cap holes (210), where a bottom surface of the prefabricated pile cap (21) comes into contact with the top surfaces of the support plates (11), and where concrete is poured into the post cap holes (210).

3. Prefabricated quay according to claim 2, characterised in that a pile cap wet seam section (22) is cast between two adjacent prefabricated pile caps (21) on the same semi-prefabricated strip foot (2).

4. Prefabricated quay according to claim 1, characterised in that a the top surface of the prefabricated pile cap (21) is provided with a strip-shaped post cap top rabat (211) along two long sides, with two sides of the inter-beam support plate (3) are provided with downwards support plate bottom beams (31), where a bottom surface of the support plate bottom beam (31) on the semi-prefabricated strip foot (2) on a corresponding side is placed, and opposite side surfaces of two support plate bottom beams (31) come into contact with side walls of corresponding post cap top rabats (21 1).

5. Prefabricated quay according to claim 1, characterised in that the inter-beam support plate (3) is provided with a plurality of rectangular support plate reserve openings (30) in a matrix mode, where the inter-beam support plate (3) is provided with continuous reserve opening top rabats (32) along edges of the support plate reserve openings (30), with the box-shaped core formwork (4) is configured as a box-shaped concrete structure with a opened bottom, with the box-shaped core forms (4) one by one match the support plate reserve openings and in a corresponding manner are buckled onto the support plate reserve openings (30), and where the internal walls of the box-shaped core forms (4) come into contact with the reserve opening upper rebates (32).

6. Prefabricated quay according to claim 5, characterized in that an edge the opened bottom of the box-shaped core formwork (4) is provided with a circle of continuous sealing coil (42), and where two sides of the sealing coil (42) must be turned upwards and come into contact respectively with the inner and outer side walls of the box-shaped core formwork (4).

7. Construction method for prefabricated quay according to any of claims 1 to 6, including the following steps: Sl: mounting the support plates (11) on the peripheries of the steel pipe piles (1), placing the prefabricated pile caps (21) on corresponding steel pipe piles (1) one by one by a hoist, ensuring that the prefabricated pile caps (21) are horizontal; S2zsupporting a suspended formwork at the end sections of the adjacent prefabricated pile caps (21), pouring concrete at the pile cap wet seam section (22) and the pile cap holes (210) at the same time, and forming of the multitude of parallel semi-prefabricated strip feet (2); 83: lifting the inter-beam support plates (3) onto the semi-prefabricated strip feet (2) in sequence, and carrying out a sealing measure in a seam position between the support plate bottom beam (31) and the semi-prefabricated strip foot (2); S4: lifting the box-shaped core forms (4) and fastening the box-shaped core forms (4) on the support plate reserve openings (30) in corresponding positions, and carrying out a further sealing measure in a seam position between the reserve opening top rebate (32) and the box-shaped core formwork (4); SS: Terminating the bonding of an overhead beam reinforcement cage (23) on the semi-prefabricated strip foot (2); S6: terminating the bonding of a side beam reinforcement cage (5) on the same inter-beam support plate (3), and allowing the secondary beam reinforcement cage (5) on both sides of the semi-prefabricated strip foot (2) to ensure reliable to form steel bar connection ratio; and S7: Erecting the plate body steel bars on the box-shaped core formwork (4), and then performing in-situ construction to to complete the in-situ concrete casting section (6). FIG.1