Fabricated full straight pile wharf structure and construction method thereof

Abstract

The invention discloses a fabricated full-straight-pile wharf structure and a construction method thereof, relates to the technical field of port engineering, and mainly solves the problems of high workload of offshore cast-in-place pile caps and cross joints of a traditional wharf structure, short low-tide-level construction window period, easiness in seawater soaking and corrosion and the like. According to the technical scheme, a through piling hole is formed in a prefabricated lower frame to position a PHC pipe pile; a pile core is arranged at the bottom of the prefabricated upper frame and inserted into the pipe pile to form a grouting gap, and grouting consolidation is conducted through the first grouting hole; the prefabricated panels are in lap joint with the upper frame, and joint grooves are reserved in the adjacent prefabricated panels and are continuously covered by the cast-in-place surface layer. A series of components such as cast-in-place pile caps, prefabricated cross beams, prefabricated longitudinal beams and cast-in-place joints of a traditional high-pile wharf are replaced with the upper frame structure and the lower frame structure which are integrally prefabricated, and therefore the site construction operation steps are remarkably simplified, and the construction operation efficiency is improved. The fabricated structure is beneficial to improving wharf integrity and durability, and is suitable for construction of full-straight-pile wharfs with anti-seismic requirements.

Description

Technical Field

[0001] The present invention relates to the technical field of port engineering, and more particularly to an assembled all-vertical pile wharf structure and a construction method thereof. Background Art

[0002] With socioeconomic development, higher standards are being placed on the construction quality of seaport wharf structures. Piled wharfs and gravity-type wharfs are the two most widely used types of wharf structures. Piled wharfs often employ beam-slab or pier-abutment structures. Numerous superstructures, such as beams, longitudinal beams, and decking, require onshore prefabrication. The wharf structure is then completed offshore through cast-in-place pile caps and beam intersections. However, offshore operating conditions are harsh, and fluctuating seawater levels inevitably impact the quality of on-site concrete pouring. Compared to gravity-type structures that utilize integrally prefabricated caissons and precast blocks, traditional piled wharfs exhibit poor integrity, require numerous offshore operations, and hinder quality control. Wharf structures are subject to long-term service in harsh marine environments, exposed to seawater immersion, salt spray erosion, and the constant effects of tidal cycles. Traditional piled wharf construction, particularly beam-slab structures, relies heavily on extensive on-site wet concrete work, such as pouring pile caps, casting longitudinal and transverse beams, and their joint connections. This extensive on-site pouring means that fresh concrete is directly exposed to corrosive seawater during the critical early stages of its setting and hardening. This not only greatly increases the risk of concrete structure durability degradation due to chloride ion intrusion, sulfate erosion, etc., but also creates the hidden danger of performance degradation before the structure is put into use, shortening the service life of the terminal.

[0003] At the same time, wharf construction in deepwater areas far from the coastline faces more stringent construction conditions than nearshore ones. The construction window is more frequently affected by wind and waves and is shorter, and the scheduling costs of large construction vessels and equipment are extremely high. Construction efficiency has become a key factor in determining the success and economy of the project. The existing construction method of all-vertical pile wharfs usually requires positioning and sinking pipe piles one by one at sea, and then the pile top connection structure (such as pile caps and beam system nodes) still needs to be cast on site at sea. The wet operation process at sea is complicated and time-consuming, and under complex and changeable deep-water conditions, the construction quality (such as concrete pouring density and node strength) is difficult to be stably and reliably guaranteed, which seriously restricts the progress of the project and increases costs.

[0004] Furthermore, from a structural performance perspective, traditional high-pile pier structures also have inherent limitations. While beam-slab structures are relatively lightweight, the joints between prefabricated components (such as piles, beams, and slabs) often rely on on-site casting. This often results in weak stiffness and integrity in these joints, making them vulnerable to dynamic loads such as earthquakes and ship impacts, compromising the seismic performance and overall safety of the pier. Further improving structural integrity and safety is a pressing issue.

[0005] In summary, the core technical challenges driving the development of offshore deepwater all-vertical-pile piers lie in: how to design a new structural system that adapts to soft soil foundations while ensuring joint stiffness and integrity and meeting seismic safety requirements; how to significantly reduce the amount of wet concrete work on-site, which is susceptible to seawater erosion, in harsh marine environments; and how to develop efficient and reliable construction methods to overcome the bottlenecks of low efficiency and inconsistent quality in deepwater construction. Currently, prefabricated structures have become a research hotspot in the field of engineering construction. They offer advantages such as high standardization, minimal cast-in-place joint work, and rapid construction speed. Therefore, it is imperative to innovate on the traditional high-pile pier structure and develop new prefabricated all-vertical-pile pier structures and construction methods tailored to the characteristics and needs of offshore construction operations. Summary of the Invention

[0006] An object of the present invention is to solve at least the above problems and to provide at least the advantages which will be described hereinafter.

[0007] Another object of the present invention is to provide an assembled all-vertical pile wharf structure, which can significantly reduce the amount of wet work at sea and avoid the risk of early erosion of concrete. The modular assembly and grouting connection of the upper and lower frames greatly improve the integrity and seismic performance of the nodes; the precise positioning of the lower frame realizes efficient construction of pipe piles, comprehensively improving the efficiency and quality of deep-water wharf construction.

[0008] In order to achieve these purposes and other advantages according to the present invention, there is provided an assembled all-vertical pile wharf structure, comprising: The pile foundation and positioning frame assembly includes a prefabricated lower frame and PHC pipe piles. The lower frame is provided with through-type piling holes, and the size of the piling holes is adapted to the size of the PHC pipe piles. The wharf support frame assembly is overlapped on the lower frame and includes a prefabricated upper frame. The bottom of the upper frame is provided with a pile core inserted into the PHC pipe pile. A grouting gap is provided between any pile core and the inner wall of the PHC pipe pile. The upper frame is provided with a first grouting hole connected to the grouting gap. The wharf surface layer assembly is erected on the upper frame and includes a prefabricated panel and a cast-in-place surface layer. The prefabricated panel has multiple cast-in-place joint grooves reserved between adjacent prefabricated panels, and the cast-in-place surface layer continuously covers all prefabricated panels and the joint grooves. Among them, a pair of grooves facing each other are respectively provided on the top of the lower frame and the bottom of the upper frame. The pair of grooves are spliced ​​together to form a closed pouring cavity, and slurry outlets are reserved at both ends of the pouring cavity. A second grouting hole is provided on the upper frame and penetrates into the pouring cavity.

[0009] Preferably, the lower frame is an integrally formed grid frame; the upper frame comprises an integrally formed grating frame, the longitudinal beam cross-section of the grating frame comprises an integrally formed rectangle and a corbel, and the top of the corbel is flush with the top of the crossbeam of the grating frame.

[0010] Preferably, the grid frame is arranged according to the distribution of the PHC piles so that the pile holes are all located at the nodes of the grid frame.

[0011] Preferably, the inner wall of the PHC pipe pile is welded with several groups of segmented spiral rib units along the depth direction, each group of spiral rib units includes 4 to 6 rib plates distributed in an array along the circumference of the PHC pipe pile, and the 4 to 6 rib plates of each group of spiral rib units are staggered along the depth direction of the inner wall of the PHC pipe pile, and the outer surface of the pile core is provided with an axial straight guide groove matching the spiral rib unit, and the groove depth and groove width of the axial straight guide groove are adapted to the rib plate; the bottom of the pile core is processed with an oblique guide groove corresponding to the spiral rib unit, and the slope of the oblique guide groove is 1:5. When the pile core is inserted vertically, the segmented spiral rib slides into the axial straight guide groove along the guide groove, forming a wavy grouting channel between the pile core and the PHC pipe pile, and the first grouting hole is connected to the entrance of the grouting channel.

[0012] Preferably, the height of the lower frame is 0.5-1.5 m, the piling holes are circular, oval or square, and a single vertical pile or a double vertical pile can be adapted in any piling hole as needed; the height of the upper frame is 0.8-2.5 m, and the pile core length is 5-6 times the outer diameter of the PHC pipe pile.

[0013] Preferably, MEMS inertial units are installed at the four corners of the lower frame to output the pitch angle and roll angle at each location.

[0014] The present invention further claims protection for a construction method of the assembled all-vertical pile wharf structure, comprising: S1. Onshore prefabricated components: Prefabricate the lower frame, upper frame, PHC piles, and prefabricated panels. The lower frame is provided with through-holes for piling, the size of which matches the size of the PHC piles. A pile core is prefabricated at the bottom of the upper frame, with the outer diameter of the pile core smaller than the inner diameter of the PHC pile to form a grouting gap. The upper frame is provided with a first grouting hole connected to the grouting gap, and corresponding grooves are prefabricated at the top and bottom of the lower frame. S2. Positioning and sinking piles of lower frame: transport the lower frame to the construction site and position it, and drive the PHC piles along the pile holes until their tops are flush with the top of the lower frame; S3. Installation of upper frame and connection of pile foundation: hoist the upper frame to the top of the lower frame, insert the pile core into the PHC pile, and align the corresponding grooves to form a closed casting cavity, with slurry outlets reserved at both ends of the casting cavity; S4, grouting consolidation: grouting the grouting gap through the first grouting hole; grouting the casting cavity through the second grouting hole; S5. Panel and surface layer construction: overlap the prefabricated panels on the upper frame, and reserve cast-in-situ joint grooves for adjacent prefabricated panels; continuously cast the cast-in-situ surface layer on the prefabricated panels and joint grooves.

[0015] Preferably, in step S2, the lower frame is transported to the construction site and positioned, and the specific operations of hoisting the PHC piles along the pile driving holes until the tops thereof are flush with the top of the lower frame include: Air-floating installation and piling method: A semi-submersible barge is used to transport the lower frame structure and steel buoys to the project site. The semi-submersible barge is lowered, and the lower frame is floated down with the help of the steel buoys to the designated installation location. After accurate positioning by GPS or GNSS, the lower frame is fixed by an automatic winch connected to the piling vessel at the end of the cable. The lower frame remains floating and serves as a guide for piling. The PHC piles are hoisted along the piling holes until their tops are flush with the top of the lower frame. Alternatively, a lifting installation and piling method can be used: the lower frame structure is transported to the project site by a barge, and the lower frame is lifted to the designated installation location by a lifting vessel. After accurate positioning by GPS or GNSS, the lower frame maintains its lifting posture and acts as a piling guide. The PHC piles are then driven along the piling holes until their tops are flush with the top of the lower frame.

[0016] Preferably, when the lower frame is floated down to the designated installation location with the help of a steel buoy or hoisted to the designated installation location by a crane, the four MEMS inertial units of the lower frame output the pitch angle θ of the angle in real time. x and roll angle θ y , the inclination of any angle The average of the four pitch angles is the overall pitch angle β y The average of the four roll angles is the overall heel angle β x , overall inclination ; If the overall inclination angle is greater than 0.1°, adjust the inclination angle of the lower frame first: trigger the steel buoy to adjust the water volume in the steel buoy or the attitude adjustment mode of the lower frame by the gondola. Select the angle with the largest inclination angle as the reference angle, and the leveling amount of the other triangles by the gondola is , M i is the vertical displacement required for leveling the i-th angle, m; L i is the distance between the i-th angle and the reference angle, m; A 基准 is the reference angle, °; A i is the inclination angle of the i-th angle, °; i is an integer from 1 to 3; Steel buoys level the water volume of the remaining triangles ; V i is the volume of water change in the steel buoy corresponding to the i-th angle, m3 ;S i is the cross-sectional area of ​​the i-th angle steel buoy, m 2 ; ρ is the density of seawater, which is 1025 kg / m 3 ; g is the acceleration due to gravity, which is 9.8m / s 2 ; K is the displacement transfer coefficient of the steel buoy, which is calibrated through steel buoy tests and has a value of 0.92~0.98; Adjust the overall tilt angle to ≤0.1° or if the overall tilt angle is ≤0.1°, further or directly adjust the lower frame displacement: establish a virtual grid with the center point of the lower frame design coordinate as the origin, output the spatial position of each corner in real time based on the four corner MEMS inertial units, and calculate the deviation of each corner relative to the theoretical value , x i,实测 、y i,实测 The measured coordinate values ​​of the current angle in the x and y directions, x i,理论 、y i,理论 The theoretical coordinate values ​​of the current corner in the x and y directions. If the maximum deviation of the four corner coordinates is greater than 50mm, the adjustment of the cable or gondola is triggered so that the corner with the largest deviation moves first, and then the corners are moved one by one in the order of decreasing deviation.

[0017] Preferably, in step S3, during the installation of the upper frame, the following is performed: when the upper frame is hoisted to 1-2 m above the lower frame, the MEMS inertial units at the four corners of the upper frame are activated to establish spatial coordinate mapping with the MEMS inertial units at the four corners of the lower frame, and the distance between the corresponding corners of the upper frame and the lower frame is calculated every 10 seconds. , x i,上 、y i,上 is the measured coordinate value of the x and y directions of the current corner of the upper frame, x i,下 、y i,下 is the measured coordinate value of the current corner of the lower frame in the x and y directions; take the plane where the corner with the smallest distance is located as the verification plane, calculate the theoretical spatial position of the four corners of the upper frame in the verification plane, and calculate the deviation value of each corner relative to the theoretical value in the same way as above. If the maximum deviation value of the four corner coordinates is >50mm, the crane is triggered to adjust the posture of the upper frame so that the corner with the largest deviation value is moved quantitatively first, and then the corners are moved one by one in the order of decreasing deviation value.

[0018] The present invention has at least the following beneficial effects: First, the present invention uses an integrally prefabricated upper and lower frame structure to replace the cast-in-place pile caps, prefabricated crossbeams, prefabricated longitudinal beams, cast-in-place nodes and other components of traditional high-pile docks. Only grouting is required between the pile core and the pipe piles, and between the upper frame and the lower frame. Compared with the large amount of wet work at the intersection of pile caps and beams in traditional construction processes, the overall wet work required in this application is significantly reduced. Secondly, the integrated piling holes in the lower frame of the present invention also serve as a guide frame and a piling positioning structure. During construction, after the four corners of the lower frame are positioned, the remaining piles can be hoisted in sequence. They only need to be positioned once when installing the upper and lower frame structures, avoiding the problems of a large number of horizontal and vertical beams in traditional installation processes and the easy impact of construction deviations on construction quality. It not only reduces the positioning difficulty of offshore piling construction, but also realizes the synchronous and precise sinking of PHC pipe pile groups; the upper frame is an integrated prefabricated structure, and the upper frame is hoisted as a whole and connected to the lower frame by grouting. As long as the lower frame is accurately positioned and the upper frame is leveled with the MEMS real-time leveling algorithm, the precise construction of the entire section of the wharf structure can be realized, which greatly simplifies the on-site construction steps, shortens the construction period of offshore cast-in-situ concrete beams or the installation of prefabricated beam components one by one in traditional methods, improves construction efficiency, overcomes the core bottleneck of a short offshore construction window period, and realizes a fully assembled construction method for high-pile wharf structures; Thirdly, the upper and lower frames of the present invention close the grouting cavity and the spiral rib-guide groove wave channel to form a double sealing barrier, which helps to reduce the impact of seawater erosion; Fourthly, the grid frame piling holes of the present invention are precisely arranged at the nodes, so that the PHC pile group forms a spatial grid force system. Combined with the low-height lower frame and high-rigidity upper frame, the stress distribution uniformity of the wharf structure under seismic loads is improved, avoiding stress concentration damage in traditional beam structures. Fifth, the construction method provided by the present invention constructs a spatial coordinate network through MEMS units, and achieves ±10mm leveling through inclination-water volume closed-loop control when positioning the lower frame; when the upper frame is hoisted, real-time correction is performed through the coordinate mapping algorithm to solve the misalignment problem caused by surges, and the assembly accuracy reaches 1cm.

[0019] Other advantages, objectives and features of the present invention will be reflected in part from the following description and will be understood by those skilled in the art through study and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 This is a structural schematic diagram of the assembled all-vertical pile wharf structure described in one technical solution of the present invention; Figure 2 This is a structural diagram of a lower frame in another technical solution of the present invention; Figure 3 This is a structural diagram of an upper frame in another technical solution of the present invention; Figure 4 This is a schematic diagram of the arrangement of prefabricated panels in another technical solution of the present invention; Figure 5 This is a schematic diagram of the assembly of the upper frame, lower frame, PHC piles and prefabricated panels in another technical solution of the present invention.

[0021] Among them, 1. PHC pipe pile; 2. Lower frame; 21. Pile hole; 3. Upper frame; 31. Longitudinal beam; 32. Cross beam; 33. Pile core; 34. First grouting hole; 35. Second grouting hole; 4. Prefabricated panel; 41. Joint groove; 5. Cast-in-place surface layer. DETAILED DESCRIPTION

[0022] The present invention will be described in further detail below in conjunction with the accompanying drawings so that those skilled in the art can implement the invention with reference to the description.

[0023] It should be understood that terms such as “having”, “including” and “comprising” used herein do not preclude the existence or addition of one or more other elements or combinations thereof.

[0024] like Figures 1 to 5 As shown, the present invention provides an assembled all-vertical pile wharf structure, comprising: The pile foundation and positioning frame assembly includes a prefabricated lower frame 2 and a PHC pipe pile 1. The lower frame 2 is provided with a through-type piling hole 21, and the size of the piling hole 21 is adapted to the size of the PHC pipe pile 1; The wharf frame assembly is overlapped on the lower frame 2 and includes a prefabricated upper frame 3. The bottom of the upper frame 3 is provided with a pile core 33 inserted into the PHC pile 1. A grouting gap is formed between any pile core 33 and the inner wall of the PHC pile 1. The upper frame 3 is provided with a first grouting hole 34 connected to the grouting gap. The wharf surface layer assembly is erected on the upper frame 3 and includes a precast panel 4 and a cast-in-situ surface layer 5. The precast panel 4 has a plurality of cast-in-situ joint grooves 41 reserved between adjacent precast panels 4. The cast-in-situ surface layer 5 continuously covers all precast panels 4 and the joint grooves 41. Among them, a pair of grooves facing each other are respectively provided on the top of the lower frame 2 and the bottom of the upper frame 3. The pair of grooves are assembled to form a closed pouring cavity, and slurry outlets are reserved at both ends of the pouring cavity. The upper frame 3 is provided with a second grouting hole 35 that penetrates the pouring cavity.

[0025] The above technical solution achieves innovation in wharf structure and high efficiency in construction through modular prefabrication and layered assembly. The pile foundation and positioning frame assembly utilizes a prefabricated lower frame 2 with through-holes 21 (a 50-100mm gap is reserved between the outer wall of the pile and the hole, accommodating the outer diameter of a single or a pair of PHC piles). After precise positioning via air flotation, a PHC pile 1 (commercially available standard model, such as PHC-1000-130) is inserted into the hole and hammered down to the designed depth. The prefabricated upper frame 3 of the wharf framework assembly incorporates a pile core 33 at its base. A 50-100mm grouting gap is reserved between the core 33 and the inner wall of the PHC pile 1. During installation, the core 33 is inserted into the top of the pile, and cement-based slurry is poured through the first grouting hole 34 to fill the gap. The wharf surface layer assembly is assembled from precast concrete panels onto the upper frame 3. Joint grooves 41, 200-500mm wide, are reserved between four adjacent precast panels. Finally, surface concrete (thickness ≥ 150mm) is poured throughout to form a continuous bearing layer. The connection between the upper and lower frames 3 and 2 is achieved through a matching groove design: a groove (100-200mm deep) is provided at the top of the lower frame 2 and the bottom of the upper frame 3. When joined, they form a closed rectangular casting cavity. High-strength grouting material is injected through second grouting holes 35 (located in the side wall of the upper frame 3) to rigidly consolidate the two frames. Overflowing grout from the grouting outlet indicates that the cavity is densely filled. The entire process utilizes commercially available standard prefabricated components and common construction equipment (such as a crane and pile driver).

[0026] According to the above technical solution, a specific manufacturing process of the assembled all-vertical pile wharf structure is as follows: Onshore prefabrication and offshore positioning: The lower frame 2 (including pile holes 21), upper frame 3 (including pile core 33 and first and second grouting holes 34 and 35), PHC piles 1, and prefabricated panels 4 were prefabricated in the factory. After transportation to the site, the lower frame 2 was air-floated and towed to the designed location by barge and secured, serving as a guide for piling. The PHC piles 1 were then driven sequentially through the holes in the lower frame 2 by a piling barge and hammered into the bearing stratum.

[0027] Frame assembly and grouting consolidation: Hoist the upper frame 3 so that its bottom pile core 33 is inserted into the top of the PHC pile 1. Simultaneously, the grooves of the lower frame 2 are precisely aligned with the grooves of the upper frame 3. First, high-strength cement slurry is poured into the gap between the pile core 33 and the PHC pile 1 through the first grouting hole 34. The slurry is stopped after it overflows from the top of the pile. Then, high-strength cement slurry is pressure-injected into the casting cavity formed by the combined grooves through the second grouting hole 35 until the slurry continuously overflows from the slurry outlets at both ends, achieving a rigid connection between the two frames.

[0028] Surface layer construction and overall forming: The prefabricated panels 4 are hoisted and laid on the top surface of the upper frame 3, and joint grooves 41 are reserved between adjacent panels. Finally, the surface layer is integrally poured on the prefabricated panels 4, such as C40 fine stone concrete, which is vibrated and compacted before curing and forming.

[0029] According to the above technical solution, the prefabricated all-vertical pile wharf structure provided by the present invention can significantly improve the construction quality and structural service life of the all-vertical pile wharf. Through layered modular design and grouting rigid connection technology, it significantly improves the comprehensive performance of the wharf throughout its entire life cycle. In terms of structural reliability, the grooves of the upper frame 3 and the lower frame 2 are spliced ​​and grouted to form an integral force-bearing unit, which improves shear strength and effectively transmits ship impact force and wave loads. At the same time, the gap grouting between the pile core 33 and the PHC pipe pile 1 forms an embedded connection between the pile foundation and the upper frame 3, greatly reducing the risk of stress concentration at the pile head. This structure can effectively reduce displacement under extreme working conditions and is particularly suitable for the complex environment of offshore deep waters.

[0030] According to the above technical solution, the assembled all-vertical pile wharf provided by the present invention innovatively addresses the bottleneck issues of insufficient structural integrity and low prefabrication rates in prefabricated wharves. Traditional high-pile wharves require large, cast-in-place pile caps to overcome piling deviation. This invention abandons the traditional on-site connection model between foundation piles and beams, and between transverse beams and longitudinal beams, and instead employs a dual-grouting rigid connection system (gap grouting of the pile core 33 and grouting of the groove cavity) to create a dual force transmission path. Grouting of the pile core 33 creates a quasi-embedded joint between the PHC piles 1 and the upper frame 3, enhancing bending rigidity. Grouting of the groove cavity allows for coordinated deformation of the upper and lower frames 3 and 2, increasing the shear strength of the joint and meeting the wave and current load requirements of offshore deepwater areas. The prefabricated all-vertical pile wharf provided by the present invention achieves breakthrough improvements in construction efficiency and resource consumption. With a core component prefabrication rate of up to 95%, this not only shortens the offshore operation cycle but also reduces the number of on-site construction personnel. The through-holes 21 in the lower frame 2 serve both positioning and guiding functions, eliminating the need for separate pile positioning and shortening the construction time for each pile. More importantly, after the double frame replaces the traditional pile cap-longitudinal and transverse beam system, it completely eliminates the offshore formwork, formwork removal and maintenance steps, and reduces the amount of concrete poured on site.

[0031] According to the above technical solution, the present invention also specifically breaks through the common challenge of durability defects of high-prefabrication-rate docks. Traditional prefabricated panel docks have a high cracking rate of panels due to imperfect joint treatment and chloride ion corrosion under long-term operation. The present invention adopts a triple protection mechanism based on the overall prefabrication of the upper and lower frames: ① The cast-in-place surface layer 5 completely covers the joint groove 41, ② The pile core 33 is grouting to seal the pipe pile-frame interface, and ③ The groove grouting cavity is grouting to block seawater infiltration at the frame connection, forming a continuous anti-seepage system, reducing the corrosion rate of the prefabricated wharf structure in the marine environment, and extending the life cycle of the prefabricated wharf structure. At the same time, the modular design supports the onshore batch prefabrication of frame components, reducing the cost per square meter through economies of scale.

[0032] In one of the technical solutions, the lower frame 2 is an integrally formed grid frame; the upper frame 3 includes an integrally formed grille frame, and the cross section of the grille frame longitudinal beam 31 includes an integrally formed rectangle and a corbel, and the top of the corbel is flush with the top of the crossbeam 32 of the grille frame.

[0033] This technical solution further optimizes the upper and lower frame structures. The lower frame is designed as an integrated lattice frame, allowing the entire subframe to be precast into a sturdy, precisely dimensioned, monolithic component. This eliminates complex on-site node connections and ensures the overall rigidity and geometric accuracy of the lower frame. The naturally formed nodes of the lattice structure provide precisely located through-hole pile holes, providing a reliable foundation for the rapid and accurate sinking of candidate PHC piles. The upper frame is designed as an integrated lattice frame, also prefabricated, to ensure integrity and precision. During the prefabrication of the lattice frame longitudinal beams, cantilevered corbels are installed on the rectangular main beams. The top of the corbels is aligned with the top of the crossbeams, forming a flat support surface (increasing the support area) and providing a stable platform for the subsequent laying of precast panels. The integrated design of the upper and lower frames, coupled with the rigid connection achieved through grouting (in the pile core and the inter-frame casting cavity), ensures the excellent integrity and rigidity of the entire wharf support structure. At the same time, the factory-prefabricated, fast-assembly model effectively reduces labor costs, on-site management costs, and facility costs (such as large formwork and scaffolding), resulting in significant overall economic benefits. The integrated design of the corbel also saves on additional support material costs and installation time.

[0034] In one technical solution, the grid frame is arranged according to the distribution of the PHC piles 1, ensuring that the pile holes 21 are all located at the grid frame's nodes. By precisely aligning the grid nodes of the lower frame 2 with the distribution of the PHC piles 1 (with the pile holes 21 strictly located at grid intersections), the overall structural stability and construction efficiency are significantly improved. The node positioning holes simultaneously achieve dual control functions—constraining the planar position of the piles while also limiting the inclination of the piles through the grid ribs. This eliminates the traditional positioning process and shortens the construction time of a single pile.

[0035] In one of the technical solutions, the inner wall of the PHC pile 1 is welded with several groups of segmented spiral rib units along the depth direction, each group of spiral rib units includes 4 to 6 rib plates arranged in an array along the circumference of the PHC pile, and the 4 to 6 rib plates of each group of spiral rib units are staggered along the depth direction of the inner wall of the PHC pile, and the outer surface of the pile core 33 is provided with an axial straight guide groove matching the spiral rib unit, and the groove depth and groove width of the axial straight guide groove are adapted to the rib plate; the bottom of the pile core is processed with an oblique guide groove corresponding to the spiral rib unit, and the slope of the oblique guide groove is 1:5. When the pile core 33 is inserted vertically, the segmented spiral rib slides into the axial straight guide groove along the guide groove, forming a wavy grouting channel between the pile core 33 and the pile 1, and the first grouting hole 34 is connected to the entrance of the grouting channel.

[0036] According to the above technical solution, multiple sets of segmented spiral rib units are welded to the inner wall of the PHC pile. Each set consists of 4 to 6 ribs arranged in a circumferential array, with adjacent sets of ribs staggered along the depth direction, forming a discontinuous spiral trajectory. Axial straight guide grooves are defined on the outer surface of the pile core 33, perfectly matching the ribs. The groove depth and width are precisely adapted to the rib dimensions. A 1:5 slope guide groove is also machined into the bottom of the pile core 33. When the pile core 33 is vertically inserted into the pile 1, the spiral ribs automatically slide into the straight guide grooves through the grooves. The segmented, staggered arrangement of the ribs creates a continuous, undulating, wave-shaped gap between the pile core 33 and the inner wall of the pile 1. This gap connects to the outside through the first grouting hole 34, forming a grouting channel. The wavy shape of the channel enhances slurry flow and permeability, while the mechanical engagement of the spiral ribs significantly improves pullout resistance. The wavy grouting channel allows the slurry to wrap around each rib, creating a stud effect. The synergistic effect significantly improves the pullout safety factor, making it particularly suitable for surge conditions at deepwater docks. The wave channel ensures seamless grout filling and avoids voids. The spiral ribs also act as stiffeners to disperse pile stress, reducing the risk of cracks and significantly extending the pier's service life. The 1:5 guide groove allows for an initial positioning deviation of ±10mm, and the staggered spiral rib design minimizes the risk of jamming and eliminates the need for secondary drilling.

[0037] In one technical solution, the lower frame 2 has a height of 0.5-1.5m, and the pile holes 21 are circular, elliptical, or square, with each hole 21 accommodating either a single or double vertical pile. The upper frame 3 has a height of 0.8-2.5m. This allows for circular, elliptical, or square pile holes 21, as well as single and double piles, significantly enhancing the wharf structure's adaptability to complex geological and hydrological conditions. The modular combination of height and hole shape allows the same structure to cover a full range of scenarios, from inland river terminals to offshore ports with a water depth of 40m. This enhances design versatility, increases the reuse rate of prefabricated formwork, and maximizes economic benefits throughout the entire lifecycle.

[0038] In one of the technical solutions, MEMS inertial units are installed at the four corners of the lower frame 2 to output the pitch angle and roll angle at each location, thereby achieving precise monitoring and intelligent control of the posture during the construction process and solving the problem of inaccurate positioning of offshore lifting structures.

[0039] The present invention further claims protection for a construction method of the assembled all-vertical pile wharf structure, comprising: S1. Onshore prefabricated components: Prefabricate the lower frame 2, upper frame 3, PHC pile 1, and prefabricated panels 4. The lower frame 2 has a through-hole 21 whose size matches the size of the PHC pile 1. A pile core 33 is prefabricated at the bottom of the upper frame 3. The outer diameter of the pile core 33 is smaller than the inner diameter of the PHC pile 1 to form a grouting gap. The upper frame 3 is provided with a first grouting hole 34 connected to the grouting gap. Corresponding grooves are prefabricated at the top of the lower frame 2 and the bottom of the upper frame 3. S2. Positioning and sinking piles of the lower frame 2: transport the lower frame 2 to the construction site and position it, and drive the PHC piles 1 along the pile holes 21 until their tops are flush with the top of the lower frame 2; S3. Installation of upper frame 3 and connection of pile foundation: hoist the upper frame 3 to the top of the lower frame 2, insert the pile core 33 into the PHC pile 1, and align the corresponding grooves to form a closed casting cavity, with slurry outlets reserved at both ends of the casting cavity; S4, grouting consolidation: grouting liquid into the grouting gap through the first grouting hole 34; grouting liquid into the pouring cavity through the second grouting hole 35; S5. Panel and surface layer construction: overlap the prefabricated panels 4 on the upper frame 3 , and reserve cast-in-situ joint grooves 41 for adjacent prefabricated panels 4 ; continuously cast the cast-in-situ surface layer 5 on the prefabricated panels 4 and the joint grooves 41 .

[0040] This technical solution achieves efficient construction of prefabricated, vertical-pile wharf structures through full-process prefabrication and precise timing control. First, standardized components are prefabricated. The dimensions of the pile hole 21 in the lower frame 2 strictly match those of the PHC pile 1. Specifically, the dimensions of the prefabricated pile hole 21 are standardized based on the number of piles (single or double) to be installed within the hole 21. The outer diameter of the pile core 33 is smaller than the inner diameter of the PHC pile 1, creating a grouting gap. The groove depth tolerance of the upper and lower frames 3 and 2 is no more than 10mm, ensuring a closed casting cavity after assembly. The prefabricated standardized components are further modularized offshore. The lower frame 2 is transported to the positioning point, and the PHC pile 1 is hammered until the pile top is flush with the top surface of the lower frame 2. During hoisting of the upper frame 3, the pile core 33-pile 1 axis and the grooves of the upper and lower frames 3 and 2 are aligned. Grouting is stopped when the first grouting port 34 overflows the pile, and when the second grouting port 35 overflows the outlet.

[0041] According to the above technical solution, a specific construction process of the assembled all-vertical pile wharf structure is as follows: Onshore prefabrication and offshore transportation (S1-S2): The lower frame 2 (including pile holes 21), upper frame 3 (including pile core 33 and grouting holes), PHC pile 1 (with internally welded segmented ribs), and prefabricated faceplate 4 are prefabricated in the factory and transported to the site after the component strength reaches 100%. The lower frame 2 is transported to the designed location for anchoring and is leveled in real time using a MEMS inertial unit (the inclination difference at the four corners is ≤0.1°). The PHC pile 1 is sunk along the pile hole 21 to the designed elevation.

[0042] Frame assembly and grouting consolidation (S3-S4): The upper frame 3 is hoisted and lowered, allowing the segmented ribs to slide into the straight guide groove along the oblique groove (slope 1:5). Cement slurry is first poured through the first grouting hole 34 (to fill the wave channel formed by the segmented ribs and the gap between the pile core 33 and the pile wall), and then grout is pressed through the second grouting hole 35 to seal the groove casting cavity. Integrated surface layer forming (S5): After the prefabricated panels 4 are laid, joint grooves 41 are formed, and the surface layer 5 is integrally poured to cover all panels and joints, and then vibrated and compacted before being covered with a film for curing.

[0043] This construction scheme, through the precise coordination of prefabrication and offshore processes, has achieved a paradigm shift in the construction of all-vertical-pile piers. Regarding structural reliability, the machining precision of the grooves in the upper and lower frames 3 and 2, along with the controlled grouting sequence (first grouting the core 33 void, then grouting the groove cavity), provide a dual guarantee mechanism. Grouting in the core 33 utilizes a dual pressure-flow control strategy (constant pressure grouting at 0.8-1.2 MPa), significantly increasing the grout density within the wave-shaped channel. Grouting in the groove grouting cavity creates a rigid joint with high shear strength between the upper and lower frames 3 and 2, shortening the curing period compared to cast-in-place joints and helping to limit pier displacement under abnormal wave and current loads. Standardized onshore prefabrication also reduces offshore on-site operations to three core steps: positioning, assembly, and grouting. This results in a three-in-one construction model combining standardized prefabrication, rapid offshore assembly, and intelligent control, significantly reducing vessel and machinery occupancy time. Modular assembly significantly shortens pier construction schedules, particularly in deep offshore waters.

[0044] In one technical solution, in step S2, the lower frame 2 is transported to the construction site and positioned, and the PHC pile 1 is hoisted along the pile hole 21 until its top is flush with the top of the lower frame 2. The specific operations include: Adopting air-floating installation and piling method: Use semi-submersible barge to transport the lower frame 2 structure and steel buoy to the project site. The semi-submersible barge sinks, and the lower frame 2 is floated down with the help of steel buoy to the designated installation location. After accurate positioning by GPS or GNSS, the lower frame 2 is fixed by the automatic winch connected to the piling vessel at the end of the cable. The lower frame 2 remains floating and acts as a piling guide. The PHC pile 1 is hoisted along the piling hole 21 until its top is flush with the top of the lower frame 2. Alternatively, a lifting installation and piling method may be used: the lower frame 2 structure is transported to the project site by a barge, and the lower frame 2 is lifted to the designated installation location by a lifting vessel. After accurate positioning by GPS or GNSS, the lower frame 2 maintains the lifting posture and acts as a piling guide, and the PHC pipe pile 1 is lifted along the piling hole 21 until its top is flush with the top of the lower frame 2.

[0045] The prefabricated, all-vertical-pile wharf structure provided by this invention can be installed using either air flotation or a crane, covering water depths from 5 to 40 meters, fully meeting the construction needs of everything from inland river terminals to offshore deepwater terminals. This approach addresses the adaptability challenges of large-frame positioning and installation under varying hydrological conditions. Air flotation is more suitable for installation in sheltered or shallow waters (water depths <20 meters). A steel buoy system ensures stable buoyancy of the lower frame 2 in sea conditions with wave heights ≤1.5 meters. GPS / GNSS positioning, combined with the coordinated control of the pile-driving vessel's automatic winch, achieves high planar positioning accuracy, saving the cost of additional crane equipment. In deep, open waters (water depths >20 meters), where a crane installation solution is preferred, dynamic leveling technology (based on real-time MEMS feedback) ensures a landing tilt of the lower frame 2 of ≤0.2%. This, combined with the barge's rapid relocation capabilities, reduces the time required for single-frame installation.

[0046] In one of the technical solutions, when the lower frame 2 is floated down to the designated installation location with the help of a steel buoy or hoisted to the designated installation location by a crane, the four MEMS inertial units of the lower frame 2 output the pitch angle θ of the angle in real time. x and roll angle θ y , the inclination of any angle The average of the four pitch angles is the overall pitch angle β y The average of the four roll angles is the overall heel angle β x , overall inclination ; If the overall inclination angle is greater than 0.1°, adjust the inclination angle of the lower frame first: trigger the steel buoy to adjust the water volume in the steel buoy or the attitude adjustment mode of the lower frame by the gondola. Select the angle with the largest inclination angle as the reference angle, and the leveling amount of the other triangles by the gondola is , M i is the vertical displacement required for leveling the i-th angle, m; L i is the distance between the i-th angle and the reference angle, m; A 基准 is the reference angle, °; A i is the inclination angle of the i-th angle, °; i is an integer from 1 to 3; Steel buoys level the water volume of the remaining triangles ; V i is the volume of water change in the steel buoy corresponding to the i-th angle, m 3 ;S iis the cross-sectional area of ​​the i-th angle steel buoy, m 2 ; ρ is the density of seawater, which is 1025 kg / m 3 ; g is the acceleration due to gravity, which is 9.8m / s 2 ; K is the displacement transfer coefficient of the steel buoy, which is calibrated through steel buoy tests and has a value of 0.92~0.98; Adjust the overall tilt angle to ≤0.1° or if the overall tilt angle is ≤0.1°, further or directly adjust the lower frame displacement: establish a virtual grid with the center point of the lower frame design coordinate as the origin, output the spatial position of each corner in real time based on the four corner MEMS inertial units, and calculate the deviation of each corner relative to the theoretical value , x i,实测 、y i,实测 The measured coordinate values ​​of the current angle in the x and y directions, x i,理论 、y i,理论 The theoretical coordinate values ​​of the current corner in the x and y directions. If the maximum deviation of the four corner coordinates is greater than 10mm, the adjustment of the cable or gondola is triggered so that the corner with the largest deviation moves first, and then the corners are moved one by one in the order of decreasing deviation.

[0047] The above technical solution achieves centimeter-level intelligent control of the lower frame 2's posture through deep integration of MEMS units and dynamic leveling algorithms: MEMS sensors at the four corner points (STIM210 inertial measurement units can be selected) output pitch and roll angles in real time, and the central processing unit uses the overall inclination angle as the leveling trigger criterion; when the overall inclination angle is >0.5°, the reference angle with the largest inclination angle is selected, and the vertical leveling amounts of the remaining triangles are calculated, such as achieving precise leveling by adjusting the water volume of steel floats; when the overall inclination angle is ≤0.5°, a virtual grid with the design center as the origin is established, and the coordinate deviations of each corner are calculated. If the maximum deviation value is >50mm, the corner with the largest deviation value is moved first. The movement amount is the difference between the measured value and the theoretical value. Then, each corner is corrected in descending order of the deviation value until the deviation values ​​of all four corners are ≤20mm.

[0048] This intelligent leveling system has pushed the installation accuracy of large offshore structures to a new level. The hierarchical control strategy, which prioritizes inclination angles and fine-tunes coordinates, greatly shortens positioning time and ensures the continuous advancement of the pile sinking process. More importantly, through the precise compensation of the leveling amount of the crane or the water volume of the steel buoy and the deviation angle vector algorithm, the dynamic stability of the frame can still be maintained in sea conditions with a wave height of 1.5m, greatly extending the construction window.

[0049] In one of the technical solutions, during the installation of the upper frame 3 in step S3, the following is performed: When the upper frame 3 is hoisted to 1~2m above the lower frame 2, the MEMS inertial units at the four corners of the upper frame 3 are activated to establish spatial coordinate mapping with the MEMS inertial units at the four corners of the lower frame 2. The distance between the corresponding corners of the upper frame 3 and the lower frame 2 is calculated every 10 seconds. , x i,上 、y i,上 is the measured coordinate value of the x and y directions of the current corner of the upper frame 3, x i,下 、y i,下 is the measured coordinate value of the current corner of the lower frame 2 in the x and y directions; take the plane where the corner with the smallest distance is located as the verification plane, calculate the theoretical spatial position of the four corners of the upper frame 3 in the verification plane, and calculate the deviation value of each corner relative to the theoretical value in the same way as above. If the maximum deviation value of the four corner coordinates is greater than 50mm, the crane is triggered to adjust the posture of the upper frame 3 so that the corner with the largest deviation value is moved quantitatively first, and then the corners are moved one by one in the order of decreasing deviation value.

[0050] The above technical solution achieves centimeter-level precision assembly through dual-frame MSME spatial coordinate dynamic mapping technology. When the upper frame 3 is hoisted to 1-2 meters above the lower frame 2, the MEMS inertial units at the four corners of the upper frame 3 are activated to synchronously transmit spatial coordinates, and the control panel establishes a unified coordinate system. The corresponding corner distances are calculated every 10 seconds, and the plane containing the corner with the smallest distance is selected as the verification plane. Based on this plane, the deviation between the measured coordinates of the four corners of the upper frame 3 and the theoretical position is calculated. If the maximum deviation value is greater than 50mm, the crane vector control is triggered: the angle with the largest deviation is moved first, and then each angle is adjusted in descending order of deviation until the deviation value of all angles is ≤20mm. The spatial coordinate mapping algorithm controls the installation error of the upper and lower frames 2 to the centimeter level, ensuring the effective volume of the casting cavity. The dynamic reference plane selection technology eliminates the relative motion error caused by waves, and can still ensure the correspondence between the pile core 33 and the pile axis in sea conditions with a wave height of 1.5m.

[0051] The number of equipment and processing scale described here are used to simplify the description of the present invention. Applications, modifications and variations of the assembled all-vertical pile wharf structure and construction method of the present invention will be obvious to those skilled in the art.

[0052] Although the embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the description and implementation methods. They can be fully applied to various fields suitable for the present invention. For those familiar with the art, additional modifications can be easily implemented. Therefore, without departing from the general concept defined by the claims and the scope of equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. The assembled full vertical pile wharf structure is characterized by: include: The pile foundation and positioning frame assembly includes a prefabricated lower frame and PHC pipe piles. The lower frame is provided with through-type piling holes, and the size of the piling holes is adapted to the size of the PHC pipe piles. The wharf support frame assembly is overlapped on the lower frame and includes a prefabricated upper frame. The bottom of the upper frame is provided with a pile core inserted into the PHC pipe pile. A grouting gap is provided between any pile core and the inner wall of the PHC pipe pile. The upper frame is provided with a first grouting hole connected to the grouting gap. The wharf surface layer assembly is erected on the upper frame and includes a prefabricated panel and a cast-in-place surface layer. The prefabricated panel has multiple cast-in-place joint grooves reserved between adjacent prefabricated panels, and the cast-in-place surface layer continuously covers all prefabricated panels and the joint grooves. Among them, a pair of grooves facing each other are respectively provided on the top of the lower frame and the bottom of the upper frame. The pair of grooves are spliced ​​together to form a closed pouring cavity, and slurry outlets are reserved at both ends of the pouring cavity. A second grouting hole is provided on the upper frame and penetrates into the pouring cavity.

2. The assembled all-vertical pile wharf structure according to claim 1, characterized in that: The lower frame is an integrally formed grid frame; the upper frame includes an integrally formed grille frame, the cross section of the grille frame longitudinal beam includes an integrally formed rectangle and a corbel, and the top of the corbel is flush with the top of the crossbeam of the grille frame.

3. The assembled all-vertical pile wharf structure according to claim 2, characterized in that: The grid frame is arranged according to the distribution of the PHC piles so that the pile holes are all located at the nodes of the grid frame.

4. The assembled all-vertical pile wharf structure according to claim 3, characterized in that: The inner wall of the PHC pile is welded with several groups of segmented spiral rib units along the depth direction, and each group of spiral rib units includes 4 to 6 rib plates distributed in an array along the circumference of the PHC pile, and the 4 to 6 rib plates of each group of spiral rib units are staggered along the depth direction of the inner wall of the PHC pile. The outer surface of the pile core is provided with an axial straight guide groove matching the spiral rib unit, and the groove depth and groove width of the axial straight guide groove are adapted to the rib plate; the bottom of the pile core is processed with an oblique guide groove corresponding to the spiral rib unit, and the slope of the oblique guide groove is 1:

5. When the pile core is vertically inserted, the segmented spiral rib slides into the axial straight guide groove along the guide groove, forming a wavy grouting channel between the pile core and the PHC pile, and the first grouting hole is connected to the entrance of the grouting channel.

5. The assembled all-vertical pile wharf structure according to claim 4, characterized in that: The height of the lower frame is 0.5-1.5m, the piling holes are circular, oval or square, and a single vertical pile or a double vertical pile can be adapted in any piling hole as needed; the height of the upper frame is 0.8-2.5m, and the pile core length is 5-6 times the outer diameter of the PHC pipe pile.

6. The assembled all-vertical pile wharf structure according to claim 5, characterized in that: MEMS inertial units are installed at the four corners of the lower frame to output the pitch angle and roll angle at each location.

7. The construction method of the assembled all-vertical pile wharf structure according to any one of claims 1 to 6, characterized in that: include: S1. Onshore prefabricated components: Prefabricate the lower frame, upper frame, PHC piles, and prefabricated panels. The lower frame is provided with through-holes for piling, the size of which matches the size of the PHC piles. A pile core is prefabricated at the bottom of the upper frame, with the outer diameter of the pile core smaller than the inner diameter of the PHC pile to form a grouting gap. The upper frame is provided with a first grouting hole connected to the grouting gap, and corresponding grooves are prefabricated at the top and bottom of the lower frame. S2. Positioning and sinking piles of lower frame: transport the lower frame to the construction site and position it, and drive the PHC piles along the pile holes until their tops are flush with the top of the lower frame; S3. Installation of upper frame and connection of pile foundation: hoist the upper frame to the top of the lower frame, insert the pile core into the PHC pile, and align the corresponding grooves to form a closed casting cavity, with slurry outlets reserved at both ends of the casting cavity; S4, grouting consolidation: grouting the grouting gap through the first grouting hole; grouting the casting cavity through the second grouting hole; S5. Panel and surface layer construction: overlap the prefabricated panels on the upper frame, and reserve cast-in-situ joint grooves for adjacent prefabricated panels; continuously cast the cast-in-situ surface layer on the prefabricated panels and joint grooves.

8. The construction method according to claim 7, wherein: In step S2, the lower frame is transported to the construction site and positioned, and the PHC piles are hoisted along the pile holes until their tops are flush with the top of the lower frame. The specific operations include: Air-floating installation and piling method: A semi-submersible barge is used to transport the lower frame structure and steel buoys to the project site. The semi-submersible barge is lowered, and the lower frame is floated down with the help of the steel buoys to the designated installation location. After accurate positioning by GPS or GNSS, the lower frame is fixed by an automatic winch connected to the piling vessel at the end of the cable. The lower frame remains floating and serves as a guide for piling. The PHC piles are hoisted along the piling holes until their tops are flush with the top of the lower frame. Alternatively, a lifting installation and piling method can be used: the lower frame structure is transported to the project site by a barge, and the lower frame is lifted to the designated installation location by a lifting vessel. After accurate positioning by GPS or GNSS, the lower frame maintains its lifting posture and acts as a piling guide. The PHC piles are then driven along the piling holes until their tops are flush with the top of the lower frame.

9. The construction method according to claim 8, wherein: When the lower frame is floated down to the designated installation location with the help of steel pontoons or hoisted to the designated installation location by a crane, the four MEMS inertial units of the lower frame output the pitch angle θ of the angle in real time. x and roll angle θ y , the inclination angle of any angle is A= The average of the four pitch angles is the overall pitch angle β y The average of the four roll angles is the overall heel angle β x , overall inclination angle B= ; If the overall inclination angle is greater than 0.1°, adjust the inclination angle of the lower frame first: trigger the steel buoy to adjust the water volume in the steel buoy or the attitude adjustment mode of the lower frame by the gondola. Select the angle with the largest inclination angle as the reference angle, and the leveling amount of the other triangles by the gondola is = , M i is the vertical displacement required for leveling the i-th angle, m; L i is the distance between the i-th angle and the reference angle, m; A 基准 is the reference angle, °; A i is the inclination angle of the i-th angle, °; i is an integer from 1 to 3; Steel buoys level the water volume of the remaining triangles ; V i is the volume of water change in the steel buoy corresponding to the i-th angle, m 3 ; S i is the cross-sectional area of ​​the i-th angle steel buoy, m 2 ; ρ is the density of seawater, which is 1025 kg / m 3 ; g is the acceleration due to gravity, which is 9.8m / s 2 ; K is the displacement transfer coefficient of the steel buoy, which is calibrated through steel buoy tests and has a value of 0.92~0.98; Adjust the overall tilt angle to ≤0.1° or if the overall tilt angle is ≤0.1°, further or directly adjust the lower frame displacement: establish a virtual grid with the center point of the lower frame design coordinate as the origin, output the spatial position of each corner in real time based on the four corner MEMS inertial units, and calculate the deviation of each corner relative to the theoretical value , x i,实测 、y i,实测 The measured coordinate values ​​of the current angle in the x and y directions, x i,理论 、y i,理论 The theoretical coordinate values ​​of the current corner in the x and y directions. If the maximum deviation of the four corner coordinates is greater than 50mm, the adjustment of the cable or gondola is triggered so that the corner with the largest deviation moves first, and then the corners are moved one by one in the order of decreasing deviation.

10. The construction method according to claim 9, characterized in that: During the installation of the upper frame in step S3, the following is executed: When the upper frame is hoisted to 1~2m above the lower frame, the MEMS inertial units at the four corners of the upper frame are activated to establish spatial coordinate mapping with the MEMS inertial units at the four corners of the lower frame, and the distance between the corresponding corners of the upper frame and the lower frame is calculated every 10 seconds. = , x i,上 、y i,上 is the measured coordinate value of the x and y directions of the current corner of the upper frame, x i,下 、y i,下 is the measured coordinate value of the current corner of the lower frame in the x and y directions; take the plane where the corner with the smallest distance is located as the verification plane, calculate the theoretical spatial position of the four corners of the upper frame in the verification plane, and calculate the deviation value of each corner relative to the theoretical value in the same way as above. If the maximum deviation value of the four corner coordinates is >50mm, the crane is triggered to adjust the posture of the upper frame so that the corner with the largest deviation value is moved quantitatively first, and then the corners are moved one by one in the order of decreasing deviation value.

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