Supporting structure system for hollow thin-wall pier top plate construction and rapid construction method

Abstract

The invention relates to a supporting structure system for hollow thin-wall pier top plate construction and a rapid construction method, and belongs to the field of civil engineering. The method comprises the steps that the prefabricated reinforced concrete supporting plate is calculated and designed through the normal section flexural capacity; during off-site prefabrication, embedded bar sleeves are embedded to form reserved holes; a lower chamfer is constructed on the pier top, and an edge supporting face is formed; hoisting the prefabricated slab to the edge of the lower chamfer; inserting an embedded rib into the hole of the prefabricated slab from the gap of the lower chamfer connecting rib, and connecting a roof steel reinforcement framework; and top plate and upper chamfer concrete is poured with the prefabricated plate as a bottom die. The supporting structure system is composed of a lower chamfer, a prefabricated slab and an embedded rib, the prefabricated slab is directly connected to the edge of the lower chamfer in a lap joint mode, and after the embedded rib is grouted and anchored, the prefabricated slab is rigidly connected with the top plate. According to the scheme, the risk of high-altitude bracket dismounting operation can be eliminated; the material cost is reduced by utilizing waste steel bars and circulating templates; the prefabricated plates replace multi-layer steel supports, and the construction period is shortened; the closed bottom die solves the problem of concrete slurry leakage, and the structural compactness is improved.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge substructure construction, and relates to a supporting structure system and a rapid construction method for hollow thin-walled pier top plate construction. Background Art

[0002] In the field of bridge engineering, double-legged thin-walled piers of continuous rigid frame bridges or hollow thin-walled piers with a height of more than 100m usually require a top plate or extra-thick plate on the top of the pier to enhance the overall stability of the pier body and prevent the compression rod from becoming unstable. The construction of this type of top plate is a high-altitude operation, and the traditional process generally uses pre-embedded corbel components to install I-beam brackets as a support system. Specifically, when the construction reaches the pier top position, the corbels are first embedded in the pier body, and then the I-beam main load-bearing beams (brackets) are erected. Subsequently, the transverse distribution beams, disc brackets, I-beam distribution beams and square timbers are laid, and finally bamboo plywood is laid on the square timbers as a bottom formwork. After the top plate and the upper chamfer concrete are poured, it is necessary to carry out high-altitude operations through a manhole to dismantle the support system layer by layer, or simply discard the brackets to meet the deadline.

[0003] Another roof construction method is to use 32mm diameter fine-rolled threaded steel bars welded into truss beams, which are flexible steel structures. According to force analysis, this type of flexible truss beam has limited load resistance capacity; and each 60 cm thick roof consumes about 9 tons of steel bars. This roof construction method is neither economical nor has the disadvantage of limited ability to resist external loads.

[0004] Existing technologies have significant drawbacks: First, the support system requires multiple layers (bracket → distribution beam → coil bracket → I-beam → timber), a cumbersome and time-consuming process. Second, the brackets are constructed using heavy materials like I-beams, requiring high-altitude work during dismantling, posing a significant safety risk. Third, the load-bearing beams and embedded components in the brackets are difficult to recycle, resulting in significant steel waste. Fourth, loose hinged joints can easily cause top slab concrete to leak, affecting its compactness. Fifth, the construction of flexible steel truss beams is both uneconomical and limited in its ability to withstand external loads. This is especially true for projects with densely populated piers (such as a large-span rigid frame bridge with a main pier as high as 138 meters, a top slab as thick as 3 meters, and varying chamfer dimensions). Traditional processes require the customization of multiple sets of brackets and embedded components, placing even greater pressure on costs and schedules.

[0005] Despite the industry's long-standing challenges, no effective solution has yet been proposed that ensures construction safety while balancing efficiency and cost. While existing literature includes examples of prefabricated components, none address fundamental challenges such as the risks of high-altitude demolition and material waste. Summary of the Invention

[0006] In view of this, the purpose of the present invention is to provide a core concept of utilizing the lower chamfer edge to naturally support the prefabricated plate and realize the integrated construction of the top plate by implanting reinforcement grouting and anchoring.

[0007] In order to achieve the above object, the present invention provides the following technical solutions: A supporting structure system for the construction of a hollow thin-walled pier top plate, comprising: The lower chamfer is cast on the top of the hollow pier, and its top edge forms the horizontal support surface; A prefabricated plate is placed on the top edge of the lower chamfer and serves as a bottom formwork for the top plate; An embedded rib has one end fixed in the prefabricated panel and the other end anchored to the reinforcement skeleton of the top panel.

[0008] Optionally, reserved holes are provided on the prefabricated plate, and the implanted reinforcement is installed in the reserved holes.

[0009] Optionally, cement slurry is poured into the reserved holes so that the implanted reinforcement and the prefabricated panels form an integral force-bearing structure.

[0010] Optionally, the thickness of the prefabricated panel is determined by calculating the bearing capacity of the normal section of the bending member, and main reinforcement and distribution reinforcement are arranged inside.

[0011] Optionally, the spacing between the main load-bearing reinforcements of the precast panel is determined by calculating the bearing capacity of the normal section of the bending member, and the spacing between the distribution reinforcements is selected according to the structural requirements.

[0012] Optionally, the main reinforcement is made of HRB400 steel bars with a diameter of 8-16 mm, and the distribution reinforcement is made of HRB400 steel bars with a diameter of 6-10 mm. Optionally, the reserved holes are used to install the implanted ribs.

[0013] A method for quickly constructing a hollow thin-walled pier top plate comprises the following steps: S1: Design precast panels By checking the bearing capacity of the normal section of the bending member, the thickness of the precast slab, the area of the main reinforcement and the parameters of the distribution reinforcement are determined; S2: Off-site prefabrication Tie the main reinforcement and distribution reinforcement on the bottom form to form a reinforcement skeleton, and embed sleeves with a diameter larger than the embedded reinforcement to form reserved holes. After the formwork is inspected and qualified, pour concrete and cure to form it; S3: Lower chamfer construction Tie the lower chamfered steel bars and the vertical connecting bars extending into the top plate, install the formwork, inspect it and pass it, and pour concrete to form the top edge support surface; S4: Hoisting precast panels Lift the prefabricated panel to the edges of the lower chamfered top surface so that its four sides overlap the supporting surface; S5: Implanting connecting ribs Install the implanted reinforcement into the reserved holes of the prefabricated slab from the gaps between the vertical connecting reinforcements extending into the top slab, and tie or double-sided weld them to the top slab reinforcement skeleton; S6: Top plate and upper chamfer construction Use the precast slab as the bottom formwork, tie the top plate and upper chamfered steel bars, install the side formwork and pour concrete after passing the inspection.

[0014] Optionally, the order of pouring concrete is: first pour the top plate in layers, then pour the chamfers, and smooth the surface before the top plate hardens.

[0015] Optionally, the implanted reinforcement and the top plate reinforcement skeleton are connected by double-sided welding or binding.

[0016] The beneficial effects of the present invention are: This invention achieves a triple breakthrough in safety, efficiency, and cost by reconstructing the core structure of the hollow thin-walled pier top plate support system. Its beneficial effects are specifically reflected in: 1. The risks of working at heights are fundamentally reduced Eliminating the embedded component installation and high-altitude dismantling processes required by traditional bracket support systems, an innovative precast panel structure is employed, directly erected on the edge of the lower chamfered top surface. The precast panel serves as a permanent base form, formed simultaneously with the main structure. This completely eliminates the safety hazards inherent in traditional processes, where workers must enter a manhole at height to dismantle the brackets layer by layer. This is particularly true for 100-meter-high pier construction, as the risk of high-altitude dismantling operations in strong winds is completely eliminated, significantly enhancing construction safety.

[0017] 2. Material consumption and construction period are greatly reduced Precast panels replace the traditional multi-layer steel structure system of I-beam brackets with bolted brackets using thin reinforced concrete slabs, reducing steel consumption by hundreds of tons. The steel skeleton can be constructed entirely from scrap rebar (8-16mm in diameter) from the construction site, the formwork reuses old wooden formwork, and the casing utilizes leftover construction materials, significantly increasing resource recycling. The construction process eliminates the repetitive steps of bracket erection, adjustment, and dismantling required in traditional processes. Off-site prefabrication of precast panels is carried out simultaneously with pier construction, shortening the critical path construction period and making it particularly suitable for concurrent construction of multiple piers.

[0018] 3. Improved structural integrity and quality The embedded reinforcement grouting anchoring technology realizes the integrated connection of the precast slab and top plate reinforcement skeleton: The embedded reinforcement is inserted into the reserved holes of the precast slab from the gaps between the vertical connecting reinforcements at the lower chamfer, and a rigid node is formed after grouting, thus avoiding the settlement of the top slab caused by elastic deformation of the traditional bracket system. The precast slab serves as a closed bottom formwork, which completely solves the problem of concrete leakage at the joints of the bamboo plywood in the traditional chamfered area, and the density of the top slab is significantly improved. The natural load-bearing surface of the lower chamfer edge avoids the risk of positioning deviation of the embedded corbel, and the support stability is enhanced.

[0019] 4. Optimization of process universality and environmental protection Precast panel thickness (80-150mm) and reinforcement parameters are determined through standardized bearing capacity calculations, adapting to varying roof thicknesses (2-3m) and custom-shaped chamfers. The modular "design-prefabrication-hoisting" process significantly reduces reliance on specialized equipment and skilled labor, significantly increasing its adaptability to construction in remote mountainous areas. Furthermore, it reduces noise and light pollution from high-altitude welding and cutting operations, aligning with green construction principles.

[0020] The present invention achieves a "safe, efficient, economical, and reliable" composite benefit through the synergy of prefabricated panel structural innovation and embedded reinforcement anchoring technology, providing a disruptive solution for high pier top slab construction.

[0021] Other advantages, objects, and features of the present invention will be described in part in the following description and, in part, will be apparent to those skilled in the art upon examination of the following description or may be learned from practice of the present invention. The objects and other advantages of the present invention may be realized and obtained through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] In order to make the purpose, technical solutions and advantages of the present invention more clear, the present invention will be described in detail below with reference to the accompanying drawings, in which: Figure 1 This is the construction layout drawing of the top plate in the transverse direction of the bridge using the traditional construction technology; Figure 2 This is the construction layout diagram of the top plate along the bridge direction using traditional construction technology; Figure 3 It is a simplified diagram of the force calculation of the normal section of a single-reinforced rectangular section bending member; Figure 4 It is a schematic diagram of the cross-section of the precast slab's stress reinforcement and distribution reinforcement; Figure 5 It is a schematic diagram of the longitudinal cross section of the precast slab's stress reinforcement and distribution reinforcement; Figure 6 This is a schematic diagram of the cross-bridge section of the lower chamfering construction process in the present invention; Figure 7 This is a schematic diagram of the transverse cross-section of the prefabricated panels hoisted into place in the present invention; Figure 8 This is a schematic diagram of the transverse cross-section of the prefabricated slab reinforcement implantation construction process in the present invention; Figure 9 This is a schematic diagram of a cross-bridge section of the top plate and upper chamfer construction process in the present invention; Figure 10 This is a schematic cross-sectional view of the lower chamfering construction process along the bridge direction in the present invention; Figure 11 This is a schematic cross-sectional view of the prefabricated panels hoisted into place along the bridge direction in the present invention; Figure 12This is a schematic cross-sectional view of the reinforcement implantation process of the precast slab in the present invention along the bridge direction; Figure 13 This is a schematic cross-sectional view of the top plate and upper chamfer construction process along the bridge in the present invention; Figure 14 This is a plan view of the installation of prefabricated panels and embedded reinforcements in the present invention; Figure markings: 1-lower chamfer, 2-lower chamfer extending into the hollow pier top plate connecting rib, 3-precast plate (support plate), 4-implanted rib (precast plate connecting rib), 5-top plate, 6-upper chamfer, 10-top plate bracket (main load-bearing beam), 11-transverse distribution beam, 12-disc bracket system, 13-top I-beam distribution beam, 14-square timber, 15-bamboo plywood. DETAILED DESCRIPTION

[0023] The following describes the embodiments of the present invention by means of specific examples, and those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present invention. It should be noted that the illustrations provided in the following embodiments are only schematic illustrations of the basic concept of the present invention, and the following embodiments and features in the embodiments can be combined with each other without conflict.

[0024] Among them, the accompanying drawings are only for illustrative purposes and represent only schematic diagrams rather than actual pictures, and should not be understood as limiting the present invention. In order to better illustrate the embodiments of the present invention, some parts of the accompanying drawings may be omitted, enlarged or reduced, and do not represent the dimensions of actual products. For those skilled in the art, it is understandable that some well-known structures and their descriptions may be omitted in the accompanying drawings.

[0025] The same or similar numbers in the drawings of the embodiments of the present invention correspond to the same or similar parts; in the description of the present invention, it should be understood that if there are terms such as "upper", "lower", "left", "right", "front", "back", etc. indicating directions or positional relationships, they are based on the directions or positional relationships shown in the drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operate in a specific direction. Therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and cannot be understood as limiting the present invention. For ordinary technicians in this field, the specific meanings of the above terms can be understood according to specific circumstances.

[0026] See also Figures 1 to 14The present invention relates to a support structure system and a rapid construction method for the construction of hollow thin-walled pier top plates. The core of the support structure system for the construction of hollow thin-walled pier top plates lies in reconstructing the force transmission path. The following describes the implementation process in detail based on the collaborative relationship between the components: 1. Core load-bearing structure : The overlap system between the lower chamfer 1 and the precast panel 3 Lower chamfer 1: Cast reinforced concrete support structure at the top of the pier ( Figure 6 、 Figure 10 ), the edges of its top surface are finely leveled to serve as a horizontal support surface to bear all subsequent construction loads.

[0027] Precast slab 3: reinforced concrete thin slab (thickness 115mm), after hoisting, the four sides are directly overlapped on the edge of the lower chamfer 1 ( Figure 7 、 Figure 11 ), replacing the multi-layer steel support composed of the top plate bracket 10, the transverse distribution beam 11, the buckle bracket system 12, the top I-beam distribution beam 13, the square wood 14, and the bamboo plywood 15 in the traditional process.

[0028] Two layers of steel mesh are configured inside: Bottom layer main reinforcement: HRB400 grade φ8@170mm, arranged along the short side (2m) to resist positive bending moment; Upper distribution reinforcement: HRB400 grade φ6@250mm, arranged along the long side (7m) to form a reinforcement skeleton and control temperature cracks.

[0029] 2. Rigid connection structure : Anchoring system for implanted ribs 4 Pre-embedded vertical connecting reinforcement 2: Tie vertical connecting reinforcement 2 before pouring the lower chamfer 1 ( Figure 6 ), the top extension length is greater than the thickness of the top plate 5, and the gap between the steel bars reserves operating space.

[0030] Implant rib 4 installation: After the precast panel 3 is in place, the implant rib 4 (HRB400 grade φ20) is vertically inserted from the gap between the vertical connecting ribs 2; One end of the implant rib 4 is inserted into the reserved hole of the prefabricated plate 3 (hole diameter> implant rib 4 diameter 2cm), the depth ≥ 20cm ( Figure 8 、 Figure 12 ); The other end is double-sided welded to the top plate 5 steel frame (weld length 10d) or tied (lap length 55d).

[0031] Grouting sealing: pour micro-expansion cement slurry into the hole to make the implanted reinforcement 4 and the prefabricated plate 3 form a whole ( Figure 14 ), to achieve continuous load transfer between the prefabricated panel 3 and the top panel 5.

[0032] 3. Permanent formwork structure:Complex functions of prefabricated panels 3 Bottom form function: Precast plate 3 is directly used as the bottom form for pouring concrete of top plate 5 ( Figure 9 ), eliminating the traditional bamboo plywood 15 laying process.

[0033] Structural reinforcement function: The main reinforcements of the precast plate 3 and the top plate 5 are connected by the embedded reinforcement 4, and they jointly participate in the structural stress and improve the bending stiffness of the top plate 5.

[0034] 4. Comparison with traditional structures The traditional solution relies on the I-beam bracket 10 as the main load-bearing beam, and transmits the load layer by layer through the transverse distribution beam 11, the buckle bracket 12, the I-beam 13, and the square timber 14 ( Figure 1 、 Figure 2 The present invention completely eliminates the top plate bracket 10, the transverse distribution beam 11, the buckle bracket system 12, the top I-beam distribution beam 13, the square wood 14, and the bamboo plywood 15 components, and the load is directly transmitted from the prefabricated board 3 to the lower chamfer 1 ( Figure 7-9 ), reducing the structural level.

[0035] The hollow thin-walled pier top plate rapid construction method and support structure system of the present invention are implemented according to the following steps: 1. Design and production of prefabricated panels 3 (1) Design of precast panel 3 : The parameters of precast slab 3 were determined by calculating the bearing capacity of the normal section of the flexural member. The length-to-short side ratio analysis was used. If the elastic theory length-to-short side ratio is greater than or equal to 3, and the elastic-plastic theory length-to-short side ratio is greater than or equal to 2, the slab is considered a one-way slab. Precast slab 3 has a short side of 2m and a long side of 7m, with a length-to-short side ratio of 3.5. When the elastic theory length-to-short side ratio is greater than or equal to 3, the slab is calculated as a one-way slab. The top slab 5 and the extra-thick slab of the hollow thin-walled pier are of different thicknesses. The 300cm thickness of the top slab of the closed thin-walled pier in the lower half of the thickest main pier was used as the load standard.

[0036] Calculate span =2m, precast panel 2 thickness h=115mm, bearing permanent load standard value ( is the structural density, h is the structural thickness, excluding the deadweight of the plate), the standard value of the variable load is , concrete strength grade is C30, and HRB400 grade longitudinal reinforcement is configured. The permanent load partial factor is , the variable load partial factor is , the reinforced concrete density is 25 , the environmental category is Class I. The longitudinal tensile reinforcement of the design plate .

[0037] (i) Basic data preparation The concrete strength grade is C30, so , design value of concrete axial tensile strength , design value of tensile strength of ordinary steel bars The concrete cover of the main reinforcement is c = 16mm, the diameter of the longitudinal reinforcement (d) is pre-selected to be 8mm (HRB400), and they are arranged in a row. The vertical distance from the resultant point of all the lower longitudinal tensile reinforcements on the positive section to the tensile edge of the section is .

[0038] Effective height of the section (ii) Calculation of design load and bending moment values Take 1m board width as calculation unit and calculate length Take 2m. Standard value of board weight , then the design value of the uniformly distributed load is The maximum design value of the mid-span bending moment is = (iii) Calculation of tensile reinforcement area For the calculation of the normal section bearing capacity of a single-reinforced rectangular cross-section bending member, according to the force calculation diagram Figure 3 , the equilibrium equation can be established as follows: or Where M is the design value of the bending moment of the positive section of the bending member; - Design value of the bending bearing capacity of the normal section of the flexural member; -Equivalent rectangular stress diagram coefficient; -Design value of concrete axial compressive strength; - Design value of tensile strength of steel bars; - Cross-sectional area of longitudinal reinforcement; b-cross-sectional area; x-the height of the compression zone in the calculation diagram, referred to as the height of the compression zone; , is the equivalent rectangular stress diagram coefficient, is the neutral axis height.

[0039] -Effective height of the section, that is, the distance between the point of action of the combined force of the tensile reinforcement and the edge of the compression zone of the section, its value is , h is the cross-section height, It is the distance from the point of action of the resultant stress of the longitudinal tensile reinforcement to the tensile edge of the section.

[0040] If the order (called the relative pressure zone height), then the above equations (1), (2) and (3) can be written as the following equations (1a), (2a) and (3a), respectively: (1a) (2a) or (3a) In the formula, the section resistance moment coefficient is . From formula (2a), = Then by , solve =1- =0.502 Will Substitute into formula (1a) to calculate the reinforcement ratio Then calculate the longitudinal tensile reinforcement area by the definition of reinforcement ratio ,Right now =1.0x0.502x14.3x1000x95 / 360=1894 ( ) Applicable conditions for verification: The table shows the relative height of the limit relative to the pressure zone =0.518 =0.502< =0.518 (non-overreinforced beam) Minimum reinforcement ratio = For rectangular cross-section and T-shaped and I-shaped beams with compressed flanges, the conditions for no less reinforcement are: reinforcement ratio It is neither an over-reinforced beam nor an under-reinforced beam, but an appropriately reinforced beam. Therefore, the reinforcement can be arranged according to the required longitudinal tensile reinforcement area. The diameter can be 8 (HRB400), the spacing is 170mm (actual As=296mm 2 <1894mm 2 ), see below for specific reinforcement Figure 4、 5 shown.

[0041] In this embodiment, the precast panel 3 is designed to have a thickness of 115 mm, a short side of 2 m, a long side of 7 m, and a concrete grade of C30; The main reinforcement is HRB400 grade 8mm diameter steel bar with a spacing of 170mm; The distribution reinforcement is HRB400 grade 6mm diameter steel bar with a spacing of 250mm.

[0042] (2) Production process of prefabricated panel 3 : After the site is hardened, the bottom formwork is laid and the concrete cover pads are fixed; Tie the main reinforcement and distribution reinforcement to form a skeleton, and pre-embed a sleeve with a diameter about 2cm larger than the implanted reinforcement (spacing 20-50cm); Insert φ20 hot-rolled round steel bar lifting rings at 1 / 3 and 2 / 3 of the plate length; Set up the side formwork, pour concrete, and cure to the designed strength.

[0043] 2. Construction of lower chamfer 1 Tie the chamfer 1 steel bar at the top of the pier and install the vertical connecting bar 2 extending into the top plate simultaneously (see Figure 6 、 Figure 10 After the formwork is inspected, concrete is poured to form the top edge support surface. After the formwork is removed, the concrete is cured to the designed strength.

[0044] 3. Prefabricated panel 3 hoisting Use the tower crane to hoist the prefabricated panel 3 to the edges around the top surface of the lower chamfer 1 ( Figure 7 、 Figure 11 ), so that its four sides are firmly connected to the support surface. The traditional process requires the construction of a multi-layer bracket system consisting of a top plate bracket 10, a transverse distribution beam 11, a buckle bracket system 12, a top I-beam distribution beam 13, square wood 14, and bamboo plywood 15 ( Figure 1 、 Figure 2 ), the present invention directly omits this step.

[0045] 4. Installation and anchoring of implanted reinforcement 4 Install the implant reinforcement 4 vertically from the gap between the vertical connecting reinforcement 2 to the reserved hole of the precast plate 3 ( Figure 8 、 Figure 12 、 Figure 14 ), the other end is welded or tied to the top plate 5 steel frame on both sides. Pour cement slurry to fill the hole so that the implanted reinforcement 4 and the precast plate 3 form a force-bearing joint.

[0046] 5. Construction of top plate 5 and upper chamfer 6 Using precast panel 3 as bottom form: Tie the top plate 5 and upper chamfer 6 reinforcement, and anchor the embedded reinforcement 4; Install the top plate side formwork and upper chamfer 6 template ( Figure 9 、 Figure 13 ); Pour the top plate 5 concrete in layers, vibrate and compact it, then pour the upper chamfer 6, and smooth the top surface before it hardens.

[0047] 6. Comparison with traditional crafts The traditional method requires pre-buried corbels to install the top plate bracket 10, and then lay the horizontal distribution beam 11, the buckle bracket system 12, the top I-beam distribution beam 13, the square wood 14, and the bamboo plywood 15 ( Figure 1 、 Figure 2 After pouring, the support system must be removed from above through a manhole. This invention utilizes precast panels (3) directly overlapped with the edge of the lower chamfer (1), eliminating the need for all components and dismantling work, including the top plate bracket (10), transverse distribution beam (11), buckle bracket system (12), top I-beam distribution beam (13), square timber (14), and bamboo plywood (15).

[0048] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solutions of the present invention can be modified or replaced by equivalents without departing from the purpose and scope of the technical solutions, which should all be included in the scope of the claims of the present invention.

Claims

1. A supporting structure system for the construction of a hollow thin-walled pier top plate, characterized in that: include: The lower chamfer (1) is cast on the top of the hollow pier, and the edge of its top surface forms a horizontal support surface; A prefabricated plate (3) is placed on the top edge of the lower chamfer (1) to serve as a bottom mold for the top plate (5); An implanted rib (4) has one end fixed in the prefabricated plate (3) and one end anchored to the steel reinforcement skeleton of the top plate (5).

2. The supporting structure system for hollow thin-walled pier top plate construction according to claim 1, characterized in that: A reserved hole is provided on the prefabricated plate (3), and the implanted rib (4) is inserted into the reserved hole.

3. The supporting structure system for hollow thin-walled pier top plate construction according to claim 2, characterized in that: Cement slurry is poured into the reserved holes so that the implanted ribs (4) and the prefabricated panels (3) form an integral force-bearing structure.

4. The supporting structure system for hollow thin-walled pier top plate construction according to claim 1, characterized in that: The thickness of the prefabricated plate (3) is determined by calculating the bearing capacity of the normal section of the bending member, and main reinforcement and distribution reinforcement are arranged inside.

5. The supporting structure system for hollow thin-walled pier top plate construction according to claim 4, characterized in that: The area and spacing of the main reinforcement of the prefabricated plate (3) are determined by calculating the bending bearing capacity of the normal section, and the spacing of the distribution reinforcement is selected according to the structural requirements.

6. The supporting structure system for hollow thin-walled pier top plate construction according to claim 1, characterized in that: The main reinforcement is made of HRB400 steel bars with a diameter of 8–16 mm, and the distribution reinforcement is made of HRB400 steel bars with a diameter of 6–10 mm.

7. The supporting structure system for hollow thin-walled pier top plate construction according to claim 2, characterized in that: The reserved hole is formed by a positioning sleeve, and its function is to install the implanted rib (4) to anchor the prefabricated plate to the top plate.

8. A method for rapid construction of hollow thin-walled pier top plates, characterized in that: The following steps are involved: S1: Design precast panels By checking the bearing capacity of the normal section of the bending member, the thickness of the precast plate (3), the area and spacing of the main reinforcement and distribution reinforcement are determined; S2: Off-site prefabrication Tie the main reinforcement and distribution reinforcement on the bottom form to form a reinforcement skeleton, embed a sleeve with a diameter larger than the implanted reinforcement (4) to form a reserved hole, and pour concrete after the formwork is inspected and qualified and maintain the shape; S3: Lower chamfer construction Tie the lower chamfer (1) steel bars and the vertical connecting bars (2) extending into the top plate, install the formwork and pour concrete after passing the inspection to form the top edge support surface; S4: Hoisting precast panels The prefabricated plate (3) is hoisted to the edges of the top surface of the lower chamfer (1) so that the four sides overlap the supporting surface; S5: Implanting connecting ribs The implanted reinforcement (4) is installed in the reserved hole of the prefabricated plate (3) through the gap of the connecting reinforcement (2) extending into the top plate, and is tied or double-sided welded to the reinforcement skeleton of the top plate (5); S6: Top plate and upper chamfer construction The precast plate (3) is used as the bottom formwork, the top plate (5) and the upper chamfer (6) steel bars are tied, and the side formwork is installed and then the concrete is poured.

9. The method for rapid construction of hollow thin-walled pier top plates according to claim 8, characterized in that: The order of pouring concrete is: first pour the top plate (5) in layers, then pour the chamfer (6), and smooth the surface before the top plate (5) hardens.

10. The method for rapid construction of hollow thin-walled pier top plates according to claim 8, characterized in that: The implanted reinforcement (4) and the top plate (5) reinforcement skeleton are connected by double-sided welding or binding.

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