Connecting construction method for PH plate and cast-in-place structure

Abstract

The invention discloses a PH board and cast-in-place structure connection construction method. The PH plate comprises a PH plate shell, the bottom of the PH plate shell is a prestress bottom plate, upper chord ribs are distributed on the upper surface of the prestress bottom plate, and steel pipe web member trusses are arranged at the bottoms of the upper chord ribs. A precast beam is installed outside the PH plate shell, a vacancy filling area is formed in the bottom of the precast beam, bottom bars are arranged in an inner cavity, and connecting steel bars are installed in a cross beam of the precast beam. The construction method comprises the steps that the supporting system is erected; hoisting the prefabricated part; a vacancy filling area is reserved between the PH plate and the cast-in-place beam or the wall; reinforcing steel bars are bound, connecting reinforcing steel bars are installed in the prefabricated beam cross beam, and the connecting reinforcing steel bars are tightly combined with the upper chord rib of the PH plate and the prestressed bottom plate through the three-dimensional weaving technology; and finally, concrete pouring is conducted. The method is suitable for assembling a local irregular area in an integral structure, a traditional connecting system is optimized, construction is convenient and fast, construction quality can be guaranteed, and certain economical efficiency is achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and in particular to a construction method for connecting a PH board with a cast-in-place structure. Background Art

[0002] When connecting PH precast panels to cast-in-place structures, anchor bars or embedded components must be reserved at the panel ends. These panels should be securely connected to the cast-in-place reinforcement through welding, lap joints, or sleeve grouting. Joints should be roughened and reinforced with reinforcement. After formwork support, slightly expansive concrete of a higher strength grade should be poured to ensure joint rigidity and integrity. During construction, the installation elevation and position of the precast panels must be strictly controlled. Concealed inspection must be conducted before casting. After curing, the supports must be removed to complete the structural system conversion.

[0003] In existing prefabricated integral structure construction, for locally irregular areas, since standard PH panels cannot be arranged, the traditional method requires the use of special-shaped PH panels to connect with the cast-in-place structure. However, this method is difficult to construct, which not only increases construction costs, but also has shortcomings in construction convenience and speed, making it difficult to ensure overall construction quality. Therefore, a new connection construction method is needed to optimize the traditional prefabricated and cast-in-place structure connection system to solve the above problems. Summary of the Invention

[0004] The present invention provides the following technical solution: a PH board, comprising a PH board shell, the bottom of the PH board shell being a prestressed bottom plate, the upper surface of the prestressed bottom plate being evenly provided with upper ribs, the bottom of the upper ribs being evenly provided with steel pipe web trusses, a prefabricated beam being installed on the outside of the PH board shell, a gap-filling area being opened at the bottom of the prefabricated beam, bottom bars being evenly distributed in the inner cavity of the gap-filling area, and connecting steel bars being installed inside the crossbeam of the prefabricated beam.

[0005] Preferably, the steel tube web truss is triangular in design, the top support points of the steel tube web truss are connected to the bottom of the upper rib, and the support points on both sides of the bottom of the steel tube web truss are connected to the upper surface of the prestressed bottom plate; The geometric parameters of the truss are determined based on the structural stress analysis, and three steel pipes are welded or mechanically connected to form a triangular configuration, where the single steel pipe at the top serves as the upper chord and the two symmetrical steel pipes at the bottom serve as the lower chord. The top corner supports of the triangular truss are then rigidly fixed to the preset anchor nodes at the bottom of the upper chord rib by high-strength bolts or through-welding to ensure effective load transfer. The end support points of the two lower chords at the bottom of the truss are then fixed to the prestressed tendon positioning grooves on the upper surface of the prestressed bottom plate by pre-embedded steel plate welding or anchor bolts to form a spatially stable support system. Finally, by adjusting the inclination angle of the triangular truss and the wall thickness of the steel pipe, the truss system can simultaneously meet the requirements of longitudinal bending stiffness and transverse shear force transmission, and the steel pipe connection nodes are protected with an anti-corrosion coating.

[0006] Preferably, the inner cavity of the prestressed bottom plate is evenly distributed with prestressed steel bars, and the upper surface of the prestressed bottom plate is evenly distributed with reinforcing steel bars; The layout of prestressed steel bars requires first laying high-strength steel strands or threaded steel bars in the base plate mold according to the designed spacing. The pre-tensioning method is used to apply initial tensile stress to the prestressed bars through the tensioning pedestal and anchor them to the end mold. Subsequently, high-strength concrete above C40 is poured and steam curing is adopted to ensure that the strength meets the standard. After the base plate concrete hardens, the reinforcing steel bars are welded or tied on its upper surface through positioning brackets to form a two-way cross grid structure, and the reliable connection between the reinforcing bars and the prestressed bars is achieved through the process of embedding glue or piercing plug welding. Finally, the upper and lower layers of steel bars and concrete form an integral force system through spray curing.

[0007] Preferably, the reinforcing steel bars are inserted between the upper ribs, and reinforcing plates are installed on the upper surface of the prestressed bottom plate at positions corresponding to the reinforcing steel bars, and both ends of the reinforcing steel bars are installed on the surface of the reinforcing plates; The layout of the reinforcing steel bars requires reserving a steel bar insertion channel during the upper rib forming stage. The plane coordinates and elevation of each reinforcing bar are determined through BIM modeling, and a CNC bending machine is used to prefabricate ribbed steel bars that conform to the spatial direction. Subsequently, the installation position of the reinforcing plate is located on the upper surface of the prestressed base plate, and the steel plate with embedded sleeves is fixed to the concrete surface of the base plate through chemical anchor bolts to form a steel bar anchor base. Finally, the two ends of the reinforcing steel bar are respectively inserted into the sleeves of the corresponding reinforcing plate, and a torque wrench is used to apply the specified pre-tightening force to achieve mechanical connection. During the insertion process, ensure that the net distance between the steel bar and the upper rib meets the concrete pouring requirements. Finally, the quality of the steel bar node connection is verified through non-destructive testing.

[0008] A cast-in-place structure connection construction method, based on the above-mentioned PH board, comprises the following steps: S1 set up support system: Use formwork system to set up support to ensure the stability and bearing capacity of the support system meet the construction requirements; S2 hoisting prefabricated components: Hoist the PH board to the predetermined position. The PH board includes a PH board shell, the bottom of which is a prestressed bottom plate. The upper surface of the prestressed bottom plate is evenly distributed with upper ribs, and the bottom of the upper ribs is evenly distributed with steel pipe web trusses. S3 reserved area for filling gaps: A gap filling area is reserved between the PH slab and the cast-in-place beam or wall, and bottom reinforcement is evenly distributed in the inner cavity of the gap filling area; S4 steel bar binding and concrete pouring: Carry out steel bar binding operation, install the connecting steel bars inside the cross beam of the precast beam, and use three-dimensional weaving technology to tightly combine the connecting steel bars with the upper ribs of the PH plate and the prestressed bottom plate to form an overall force-bearing system; S5 concrete pouring: After the steel bars are tied, the concrete pouring work is carried out to make the PH board and the cast-in-place structure form a whole.

[0009] Preferably, in step S1, a sensor network is deployed in the support system to monitor the stability, bearing capacity and deformation of the support system in real time, and the stability and bearing capacity of the support system are ensured to meet the construction requirements by calculating and reasonably arranging the support points; Ensure the stability of the support system through refined calculations and scientific arrangements. First, a load analysis is carried out, taking into account the deadweight of the PH board, construction live loads, wind loads and seismic loads. The wind load needs to be calculated based on the reference wind pressure, height correction factor and environmental factor. Then, the finite element method or compression bar stability theory is used to establish a support system model, input material parameters such as the elastic modulus and cross-sectional area of ​​the steel pipe, and set boundary conditions. By solving the critical pressure or stress distribution, the stability of the support system under load is verified to ensure that the safety factor meets the requirements of the specification. When arranging support points, priority is given to areas with large deformation in the mid-span of the PH board and the prestressed bottom plate, and supports are avoided directly above the gap area. The longitudinal spacing needs to be aligned with the steel pipe web truss nodes and arranged symmetrically along both sides of the PH board, extending continuously from the bottom to the top to avoid sudden changes in stiffness. Finally, the bearing capacity of the support system is verified through static load tests, dynamic load tests and node inspections to ensure that construction requirements are met.

[0010] Preferably, in step S3, the bottom ribs provided in the cavity of the filling area are arranged in a wave-like manner, the crests and troughs of the wave-like ribs respectively form an interlocking structure with the upper ribs of the PH board and the prestressed bottom plate, and the surface of the bottom ribs is provided with spiral raised lines; The arrangement of the cavity bottom reinforcement in the gap-filled area must first be based on the spacing of the upper ribs of the PH board and the direction of the reinforcement on the surface of the prestressed bottom plate. The bottom reinforcement must be prefabricated into a continuous sinusoidal wave shape, and the vertical spacing of the wave peaks and troughs must be adjusted to make them accurately correspond to the positions of the reinforcement plates on the bottom of the upper rib and the upper surface of the prestressed bottom plate respectively; during installation, a special positioning fixture is used to clip the wavy bottom reinforcement into the reinforcement plate groove of the prestressed bottom plate, while ensuring that the wave peak section is embedded in the reserved slot at the bottom of the upper rib to form a mechanical bite, and finally, a continuous spiral protrusion is pressed on the surface of the bottom reinforcement through a forming mold with a spiral pattern. After the concrete is poured, the pattern forms a three-dimensional mechanical anchoring effect with the slurry, significantly enhancing the bonding strength between the bottom reinforcement and the cast-in-place concrete.

[0011] Preferably, in step S3, the inner cavity bottom reinforcement of the gap filling area is arranged in a double layer orthogonal manner, the transverse reinforcement is arranged in parallel with the longitudinal reinforcement, and the ends of the bottom reinforcement are rigidly anchored to the cast-in-place structural reinforcement through sleeve grouting connectors; The first layer of transverse steel mesh is laid at the bottom of the gap-filled area, and the transverse steel bars are kept in parallel according to the designed spacing; then the second layer of longitudinal steel mesh is laid vertically and crosswise above the transverse steel bars to form a double-layer orthogonal steel skeleton, and the two layers of steel bars are fixed and kept at a distance by wire tying; when the end of the steel bar extends to the edge of the cast-in-place structure, a metal sleeve matching the diameter of the steel bar is pre-installed, and a spiral pattern is set on the inner wall of the sleeve. After the end of the bottom bar is inserted into the sleeve, high-strength grouting material is injected. A rigid anchoring node is formed by the mechanical engagement of the grouting material with the inner wall of the sleeve and the bonding force with the steel bar. At the same time, the outer wall of the sleeve is welded with a connecting plate and fixed to the steel cage of the cast-in-place structure. Finally, the overall force transmission between the PH board and the cast-in-place structure is achieved through the orthogonal engagement of the double-layer steel mesh and the rigid connection of the end.

[0012] Preferably, in step S4, the connecting steel bars are arranged adjacent to the upper surface of the PH board to ensure close connection and effective force transmission between the connecting steel bars and the PH board; During the prefabricated beam production stage, connecting steel bars with adjustable threaded joints are embedded inside the beams according to the spatial coordinates of the upper ribs of the PH board shell. During on-site installation, a laser level is used to perform three-dimensional positioning of the connecting steel bars, and the elevation is fine-tuned by rotating the threaded joints so that the lower edge of the steel bars fits tightly against the upper surface of the PH board, and the gaps are filled with high-strength epoxy resin glue. Subsequently, a three-dimensional braiding machine is used to cross-weave the connecting steel bars with the prestressed steel bars of the upper ribs to form a spatial truss force transmission path. Finally, CO2 gas shielded welding is used for spot welding at the steel bar nodes, and ultrasonic testing is used to test the weld quality to ensure that the connecting steel bars and the PH board form a rigid force transmission link.

[0013] Preferably, in step S4, the connecting steel bars installed inside the crossbeam of the precast beam are tightly combined with the upper ribs and prestressed bottom plate of the PH board through three-dimensional weaving technology to form an overall force-bearing system, thereby ensuring the mechanical properties and stability of the connection between the PH board and the cast-in-place structure; The implementation process of combining the connecting steel bars with the PH board through three-dimensional weaving technology is as follows: pre-position the connecting steel bars inside the prefabricated beam crossbeam, and use adjustable threaded joints to achieve three-dimensional fine-tuning; during on-site installation, use a laser level to calibrate the spatial coordinates of the connecting steel bars, rotate the threaded joints to make their lower edge fit tightly with the upper surface of the PH board, and inject high-strength epoxy resin glue to fill the gaps; then use a CNC three-dimensional weaving machine to cross-weave the connecting steel bars with the prestressed steel bars in the upper rib and the reinforcing steel bars of the prestressed bottom plate to form a spatial mesh force transmission structure; at the intersection nodes of the steel bars, CO2 gas shielded welding is used for spot welding and the weld quality is tested by ultrasonic testing to ensure that the connecting steel bars and the PH board form a rigid force transmission link; finally, a bidirectional anti-cracking steel mesh is added to the extension of the connection area, which is firmly connected to the existing steel skeleton through binding wire to form a multiple force protection system.

[0014] In summary, compared with the prior art, the present invention provides a construction method for connecting PH boards to cast-in-place structures, which has the following beneficial effects: PH board is made by reserving a gap-filling area with bottom reinforcement between PH board and cast-in-place beam or wall, installing connecting steel bars in precast beam crossbeam, and using three-dimensional weaving technology to tightly combine the connecting steel bars with the upper rib and prestressed bottom plate of PH board to form an overall force system. Then, the PH board and cast-in-place structure are integrated by pouring concrete. This method can be applied to the local irregular areas in the assembled integral structure where standard PH boards cannot be arranged. It optimizes the connection system between traditional assembled and cast-in-place structures, avoids the problem of difficult construction and increased cost of connecting special-shaped PH boards with cast-in-place structures in traditional local irregular areas. At the same time, the original special-shaped PH board is replaced by adding steel bars and pouring concrete. It is convenient and fast in construction, beneficial to the overall construction and ensures construction quality while being economical. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a structural schematic diagram of the present invention.

[0016] Figure 2 It is a structural schematic diagram of the PH board shell of the present invention.

[0017] Figure 3 It is a flow chart of the method of the present invention.

[0018] Description of reference numerals: 1. Filling area; 2. Bottom reinforcement; 3. PH plate shell; 31. Steel tube web truss; 32. Upper rib; 33. Reinforcement steel bar; 34. Prestressed bottom plate; 35. Prestressed steel bar; 36. Reinforcement plate; 4. Precast beam; 5. Connecting steel bar. DETAILED DESCRIPTION

[0019] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0020] The present invention provides the following technical solutions: a PH board, please refer to Figure 1 , including PH board housing 3, please refer to Figure 2 The bottom of the PH plate shell 3 is a prestressed bottom plate 34. The upper surface of the prestressed bottom plate 34 is evenly distributed with upper ribs 32. The bottom of the upper ribs 32 is evenly distributed with steel pipe web trusses 31. Figure 1A prefabricated beam 4 is installed on the outside of the PH board shell 3. A filling area 1 is opened at the bottom of the prefabricated beam 4. The inner cavity of the filling area 1 is evenly distributed with bottom reinforcement 2. A connecting steel bar 5 is installed inside the crossbeam of the prefabricated beam 4.

[0021] Upper ribs 32 are evenly arranged on the upper surface of the prestressed bottom plate 34 at designed intervals, and steel tube web trusses 31 are vertically fixed to the bottom of each upper rib 32 by welding or anchoring to form a truss structure, completing the production of the main body of the PH board shell; then the precast beam 4 is hoisted to the designated position and assembled with the PH board shell, and a filling area 1 is reserved at the bottom of the precast beam to form a structural cavity, and bottom reinforcement 2 is evenly laid in the cavity at designed density and fixed by binding or welding; finally, connecting steel bars 5 are arranged through the inside of the crossbeam of the precast beam 4, and effective anchoring of the upper and lower layers of steel bars is achieved by mechanical connection or sleeve grouting process, ultimately forming a composite structural system including a prestressed system, truss support, cavity reinforcement and steel bar connection.

[0022] The traditional formwork system is used to set up supports and hoist prefabricated components. A gap filling area 1 is reserved between the PH plate and the cast-in-place beam or wall, and bottom reinforcement 2 is added in the gap filling area 1 along the direction of the bottom plate truss. Then, the steel bars are tied and concrete is poured.

[0023] The gap filling area 1 reserved between the PH plate and the cast-in-place beam can ensure a certain assembly rate and facilitate on-site construction.

[0024] The construction method of connecting the PH board and the cast-in-place structure through the reserved gap area 1 is beneficial to structural construction and shortens the construction period.

[0025] The PH board and the cast-in-place structure are connected through the reserved gap area 1, which can better form the PH board and the beam into a whole, avoid the use of special-shaped PH boards in local irregular areas to increase costs, have a certain tolerance for construction errors, facilitate construction while meeting the anti-seepage requirements, and avoid later maintenance.

[0026] See also Figure 2 The steel tube web truss 31 is triangular in design, the top support points of the steel tube web truss 31 are connected to the bottom of the upper rib 32, and the support points on both sides of the bottom of the steel tube web truss 31 are connected to the upper surface of the prestressed bottom plate 34; The geometric parameters of the truss are determined based on the structural stress analysis, and three steel pipes are welded or mechanically connected to form a triangular configuration, wherein the single steel pipe at the top serves as the upper chord and the two symmetrical steel pipes at the bottom serve as the lower chord. Subsequently, the top corner supports of the triangular truss are rigidly fixed to the preset anchor nodes at the bottom of the upper chord rib 32 by high-strength bolts or through-welding connections to ensure effective load transfer. The end support points of the two lower chords at the bottom of the truss are then fixed to the prestressed tendon positioning grooves on the upper surface of the prestressed bottom plate 34 by pre-embedded steel plate welding or anchor bolts to form a spatially stable support system. Finally, by adjusting the inclination angle of the triangular truss and the wall thickness of the steel pipe, the truss system is made to meet the requirements of longitudinal bending stiffness and transverse shear force transmission at the same time, and the steel pipe connection nodes are protected with an anti-corrosion coating.

[0027] The inner cavity of the prestressed bottom plate 34 is evenly distributed with prestressed steel bars 35, and the upper surface of the prestressed bottom plate 34 is evenly distributed with reinforcing steel bars 33; To lay out the prestressed steel bars 35, high-strength steel strands or threaded steel bars must first be laid within the base plate mold at the designed spacing. Pre-tensioning is then used to apply initial tensile stress to the prestressed bars via a tensioning pedestal and anchor them to the end mold. High-strength concrete of C40 or higher is then poured and steam-cured to ensure that the strength meets the standard. After the base plate concrete hardens, reinforcing steel bars 33 are welded or tied to its upper surface using positioning brackets to form a bidirectional cross-grid structure. Reinforcement bars and prestressed bars are reliably connected using rebar-painting glue or piercing plug welding. Finally, spray curing is performed to ensure that the upper and lower layers of steel bars and concrete form an integrated force-bearing system.

[0028] The reinforcing steel bars 33 are inserted between the upper ribs 32. The upper surface of the prestressed bottom plate 34 and the positions corresponding to the reinforcing steel bars 33 are both installed with reinforcing plates 36. Both ends of the reinforcing steel bars 33 are installed on the surface of the reinforcing plates 36. The layout of the reinforcing steel bars 33 requires reserving a steel bar insertion channel during the forming stage of the upper rib 32. The plane coordinates and elevation of each reinforcing bar are determined through BIM modeling, and a CNC bending machine is used to prefabricate ribbed steel bars that conform to the spatial orientation. Subsequently, the installation position of the reinforcing plate 36 is located on the upper surface of the prestressed base plate 34, and the steel plate with the embedded sleeve is fixed to the concrete surface of the base plate through chemical anchor bolts to form a steel bar anchor base. Finally, the two ends of the reinforcing steel bar 33 are respectively inserted into the sleeves of the corresponding reinforcing plate 36, and a torque wrench is used to apply the specified pre-tightening force to achieve mechanical connection. During the insertion process, ensure that the net distance between the steel bar and the upper rib 32 meets the concrete pouring requirements. Finally, the quality of the steel bar node connection is verified through non-destructive testing.

[0029] See also Figure 3 A cast-in-place structure connection construction method, based on the above-mentioned PH board, includes the following steps: S1 set up support system: Use formwork system to set up support to ensure the stability and bearing capacity of the support system meet the construction requirements; According to the construction drawings and actual site conditions, select appropriate formwork system materials, such as steel pipes, fasteners, and wooden planks. Then, set up the support system in accordance with construction specifications and safety requirements. During the erection process, it is necessary to ensure that the stability and bearing capacity of the support system meet the construction requirements. A sensor network is deployed in the support system to monitor the stability, bearing capacity, and deformation of the support system in real time. Parameters such as the spacing of support points, the diameter of the support rods, and the wall thickness are determined through calculation. At the same time, the support system is regularly inspected and maintained to ensure that it does not deform or become unstable during use. S2 hoisting prefabricated components: Hoist the PH board to the predetermined position. The PH board includes a PH board shell 3, the bottom of which is a prestressed bottom plate 34. The upper surface of the prestressed bottom plate 34 is evenly distributed with upper ribs 32, and the bottom of the upper ribs 32 is evenly distributed with steel pipe web trusses 31. Use appropriate lifting equipment, such as a tower crane or truck crane, to lift the PH board to the predetermined location. Before lifting, the PH board needs to be inspected to ensure that its quality meets the design requirements. During the lifting process, the PH board needs to be kept stable to avoid collision or damage. The PH board includes a PH board shell 3, the bottom of which is a prestressed bottom plate 34. The upper surface of the prestressed bottom plate 34 is evenly distributed with upper ribs 32, and the bottom of the upper ribs 32 is evenly distributed with steel pipe web trusses 31. These structural features must be paid attention to during the lifting process to ensure that the PH board is accurately positioned; S3 reserved area for filling gaps: A filling area 1 is reserved between the PH slab and the cast-in-place beam or wall, and bottom reinforcement 2 is evenly distributed in the inner cavity of the filling area 1; A fill area 1 is reserved between the PH slab and the cast-in-place beam or wall. Bottom bars 2 are evenly distributed within the inner cavity of the fill area 1. When reserving the fill area 1, the location and size of the fill area 1 must be determined according to the construction drawings and secured with appropriate formwork or supports. Furthermore, the bottom bars 2 within the fill area 1 must be evenly distributed and secure to meet the requirements of subsequent reinforcement tying and concrete pouring. S4 steel bar binding and concrete pouring: Perform steel bar binding operations, install the connecting steel bars 5 inside the crossbeam of the precast beam 4, and use three-dimensional weaving technology to tightly combine the connecting steel bars 5 with the upper rib 32 of the PH plate and the prestressed bottom plate 34 to form an integral force-bearing system; Perform the rebar tying operation, installing the connecting rebar 5 inside the crossbeam of the precast beam 4. During the tying process, ensure that the connecting rebar 5 is positioned accurately and securely, and tightly bonded to the upper rib 32 of the PH slab and the prestressed base plate 34. Utilizing three-dimensional weaving technology, the connecting rebar 5 is tightly bonded to the upper rib 32 of the PH slab and the prestressed base plate 34, forming a holistic load-bearing system. This step ensures the density and integrity of the rebar tying to meet the structural load requirements. S5 concrete pouring: After the steel bars are tied, the concrete pouring work is carried out to make the PH board and the cast-in-place structure form a whole; After the rebar is tied, concrete pouring begins. Before pouring, the formwork, rebar, and embedded components must be inspected to ensure they are accurately positioned and secure. During pouring, the pouring speed and vibration intensity must be controlled to ensure a dense and uniform concrete distribution. Furthermore, the concrete must be cured to maintain a moist state to avoid cracks and insufficient strength. Through concrete pouring, the PH board and the cast-in-place structure form an integrated whole, sharing the load.

[0030] In step S1, the support points are calculated and arranged reasonably to ensure that the stability and bearing capacity of the support system meet the construction requirements; Ensure the stability of the support system through meticulous calculations and scientific layout. First, a load analysis is conducted, comprehensively considering the PH slab's deadweight, construction live loads, wind loads, and seismic loads. Wind loads must be calculated based on the baseline wind pressure, height correction factor, and environmental factor. The finite element method or compression bar stability theory is then used to establish a support system model. Material parameters such as the elastic modulus and cross-sectional area of ​​the steel tube are input, and boundary conditions are set. By solving the critical pressure or stress distribution, the stability of the support system under load is verified to ensure that the safety factor meets the regulatory requirements. When arranging support points, priority is given to areas with large deformation in the PH slab mid-span and the prestressed bottom plate 34. Avoid placing supports directly above the gap area 1. The longitudinal spacing must be aligned with the nodes of the steel tube web truss 31 and arranged symmetrically along both sides of the PH slab, extending continuously from bottom to top to avoid sudden changes in stiffness. Finally, the support system's bearing capacity is verified through static load tests, dynamic load tests, and node inspections to ensure that it meets construction requirements.

[0031] In step S3, the bottom ribs 2 provided in the inner cavity of the filling area 1 are arranged in a wave-like manner, with the crests and troughs thereof forming an interlocking structure with the upper ribs 32 of the PH plate and the prestressed bottom plate 34, and the surface of the bottom ribs 2 is provided with spiral raised lines; The arrangement of the bottom reinforcement 2 in the cavity of the gap-filled area 1 must first be based on the spacing of the upper ribs 32 of the PH board and the direction of the reinforcement ribs 33 on the surface of the prestressed bottom plate 34. The bottom reinforcement 2 must be prefabricated into a continuous sinusoidal wave shape, and the vertical spacing of the wave peaks and troughs must be adjusted to make them accurately correspond to the positions of the reinforcement plates 36 at the bottom of the upper ribs 32 and the upper surface of the prestressed bottom plate 34 respectively; during installation, a special positioning fixture is used to clip the wavy bottom reinforcement 2 into the groove of the reinforcement plate 36 of the prestressed bottom plate 34, while ensuring that the wave peak section is embedded in the reserved slot at the bottom of the upper rib 32 to form a mechanical bite, and finally, a continuous spiral protrusion is pressed on the surface of the bottom reinforcement 2 through a forming mold with a spiral pattern. After the concrete is poured, the pattern forms a three-dimensional mechanical anchoring effect with the slurry, which significantly enhances the bonding strength between the bottom reinforcement 2 and the cast-in-place concrete.

[0032] In step S3, the inner cavity bottom reinforcement 2 of the gap filling area 1 is arranged in a double layer orthogonal manner, the transverse reinforcement is arranged in parallel with the longitudinal reinforcement, and the end of the bottom reinforcement 2 is rigidly anchored to the cast-in-place structural reinforcement through a sleeve grouting connector; The first layer of transverse steel mesh is laid at the bottom of the gap-filled area, and the transverse steel bars are kept in parallel according to the designed spacing; then the second layer of longitudinal steel mesh is laid vertically and crosswise above the transverse steel bars to form a double-layer orthogonal steel skeleton, and the two layers of steel bars are fixed and kept at a distance by wire tying; when the end of the steel bar extends to the edge of the cast-in-place structure, a metal sleeve matching the diameter of the steel bar is pre-installed, and a spiral pattern is set on the inner wall of the sleeve. After the end of the bottom bar 2 is inserted into the sleeve, high-strength grouting material is injected. A rigid anchoring node is formed by the mechanical bite of the grouting material and the inner wall of the sleeve and the bonding force with the steel bar. At the same time, the outer wall of the sleeve is welded to the connecting plate and welded to the steel cage of the cast-in-place structure. Finally, the overall force transmission between the PH board and the cast-in-place structure is achieved through the orthogonal bite of the double-layer steel mesh and the rigid connection of the end.

[0033] In step S4, the connecting steel bar 5 is arranged adjacent to the upper surface of the PH board to ensure close connection and effective force transmission between the connecting steel bar 5 and the PH board; During the production stage of the prefabricated beam 4, connecting steel bars 5 with adjustable threaded joints are embedded in the beam according to the spatial coordinates of the upper rib 32 of the PH board shell 3; during on-site installation, a laser level is used to perform three-dimensional positioning of the connecting steel bars 5, and the elevation is fine-tuned by rotating the threaded joint so that the lower edge of the steel bar fits tightly with the upper surface of the PH board, and the gap is filled with high-strength epoxy resin glue; then a three-dimensional braiding machine is used to cross-weave the connecting steel bars 5 and the prestressed steel bars 35 of the upper rib 32 to form a spatial truss force transmission path; finally, CO2 gas shielded welding is used to spot-weld the steel bar nodes, and ultrasonic testing is used to detect the weld quality to ensure that the connecting steel bars 5 and the PH board form a rigid force transmission link.

[0034] In step S4, the connecting steel bars 5 installed inside the crossbeam of the precast beam 4 are tightly combined with the upper rib 32 and the prestressed bottom plate 34 of the PH plate through three-dimensional weaving technology to form an integral force-bearing system, thereby ensuring the mechanical properties and stability of the connection between the PH plate and the cast-in-place structure; The implementation process of combining the connecting steel bars 5 with the PH board through three-dimensional weaving technology is as follows: pre-position the connecting steel bars 5 inside the prefabricated beam 4 crossbeam, and use adjustable threaded joints to achieve three-dimensional fine-tuning; during on-site installation, use a laser level to calibrate the spatial coordinates of the connecting steel bars 5, rotate the threaded joint to make its lower edge fit tightly with the upper surface of the PH board, and inject high-strength epoxy resin glue to fill the gap; then use a CNC three-dimensional weaving machine to cross-weave the connecting steel bars 5 with the prestressed steel bars 35 in the upper rib 32 and the reinforcing steel bars 33 of the prestressed bottom plate 34 to form a spatial mesh force transmission structure; at the intersection nodes of the steel bars, use CO2 gas shielded welding for spot welding and fixation, and use ultrasonic testing to detect the quality of the welds to ensure that the connecting steel bars 5 and the PH board form a rigid force transmission link; finally, a two-way anti-cracking steel mesh is added to the extension of the connection area, and it is firmly connected to the existing steel skeleton through binding wire to form a multiple force guarantee system.

[0035] The PH board is constructed by reserving a filler area 1 with bottom reinforcement 2 between the PH board and the cast-in-place beam or wall, installing connecting steel bars 5 in the precast beam 4, and using three-dimensional weaving technology to tightly combine the connecting steel bars 5 with the upper rib 32 and prestressed bottom plate 34 of the PH board to form an overall force system. The PH board and the cast-in-place structure are then poured into a whole. This method is applicable to areas in the assembled integral structure where local irregular areas cannot be arranged with standard PH boards, optimizes the connection system between the traditional assembled and cast-in-place structures, avoids the problem of difficult construction and increased cost of connecting the traditional local irregular areas with special-shaped PH boards and cast-in-place structures, and replaces the original special-shaped PH board with additional steel bars and poured concrete. While the construction is convenient and fast, it is beneficial to the overall construction and ensures the construction quality, and also has certain economy.

[0036] It should be noted that, in this document, relational terms such as first and second, etc., are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "comprises," "comprising," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that includes a list of elements includes not only those elements but also other elements not explicitly listed, or elements inherent to such process, method, article, or apparatus.

[0037] While embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations can be made to these embodiments without departing from the principles and spirit of the invention, and that the scope of the invention is defined by the appended claims and their equivalents.

Claims

1. A PH board, comprising a PH board housing (3), characterized in that: The bottom of the PH plate shell (3) is a prestressed bottom plate (34), the upper surface of the prestressed bottom plate (34) is evenly distributed with upper ribs (32), the bottom of the upper ribs (32) is evenly distributed with steel tube web trusses (31), the outside of the PH plate shell (3) is installed with a prefabricated beam (4), the bottom of the prefabricated beam (4) is opened with a gap filling area (1), the inner cavity of the gap filling area (1) is evenly distributed with bottom reinforcement (2), and the cross beam of the prefabricated beam (4) is installed with connecting steel bars (5).

2. A PH board according to claim 1, characterized in that: The steel tube web truss (31) is triangular in design, the top support points of the steel tube web truss (31) are connected to the bottom of the upper rib (32), and the support points on both sides of the bottom of the steel tube web truss (31) are connected to the upper surface of the prestressed bottom plate (34).

3. A PH board according to claim 1, characterized in that: Prestressed steel bars (35) are evenly distributed in the inner cavity of the prestressed bottom plate (34), and reinforcing steel bars (33) are evenly distributed on the upper surface of the prestressed bottom plate (34).

4. A PH board according to claim 3, characterized in that: The reinforcing steel bars (33) are inserted between the upper ribs (32), and reinforcing plates (36) are installed at positions corresponding to the upper surface of the prestressed bottom plate (34) and the reinforcing steel bars (33), and both ends of the reinforcing steel bars (33) are installed on the surface of the reinforcing plates (36).

5. A cast-in-place structure connection construction method, based on a PH board according to any one of claims 1 to 4, characterized in that: The following steps are involved: S1 set up support system: Use formwork system to set up support to ensure the stability and bearing capacity of the support system meet the construction requirements; S2 hoisting prefabricated components: The PH plate is hoisted to a predetermined position, wherein the PH plate comprises a PH plate shell (3), the bottom of which is a prestressed bottom plate (34), the upper surface of the prestressed bottom plate (34) is evenly provided with upper ribs (32), and the bottom of the upper ribs (32) is evenly provided with steel tube web trusses (31); S3 reserved area for filling gaps: A gap filling area (1) is reserved between the PH slab and the cast-in-place beam or wall, and bottom reinforcement (2) is evenly distributed in the inner cavity of the gap filling area (1); S4 steel bar binding and concrete pouring: Perform steel bar binding operations, install the connecting steel bars (5) inside the crossbeam of the prefabricated beam (4), and use three-dimensional weaving technology to tightly combine the connecting steel bars (5) with the upper ribs (32) of the PH plate and the prestressed bottom plate (34) to form an overall force-bearing system; S5 concrete pouring: After the steel bars are tied, the concrete pouring work is carried out to make the PH board and the cast-in-place structure form a whole.

6. A cast-in-situ structure connection construction method according to claim 5, characterized in that: In step S1, a sensor network is deployed in the support system to monitor the stability, bearing capacity and deformation of the support system in real time, and the support points are calculated and arranged to ensure that the stability and bearing capacity of the support system meet the construction requirements.

7. A cast-in-situ structure connection construction method according to claim 5, characterized in that: In step S3, the bottom ribs (2) provided in the inner cavity of the filling area (1) are arranged in a wave-like manner, and the crests and troughs thereof respectively form an interlocking structure with the upper ribs (32) of the PH plate and the prestressed bottom plate (34), and the surface of the bottom ribs (2) is provided with spiral raised patterns.

8. The cast-in-situ structure connection construction method according to claim 5, characterized in that: In step S3, the inner cavity bottom reinforcement (2) of the gap filling area (1) is arranged in a double-layer orthogonal manner, the transverse reinforcement and the longitudinal reinforcement are arranged in parallel, and the ends of the bottom reinforcement (2) are rigidly anchored to the cast-in-place structural reinforcement through sleeve grouting connectors.

9. A cast-in-situ structure connection construction method according to claim 5, characterized in that: In step S4, the connecting steel bars (5) are arranged adjacent to the upper surface of the PH plate, and the connecting steel bars (5) and the prestressed steel bars (35) of the upper rib (32) are cross-woven using a three-dimensional weaving machine to form a spatial truss force transmission path to ensure close connection and effective force transmission between the connecting steel bars (5) and the PH plate.

10. A cast-in-situ structure connection construction method according to claim 5, characterized in that: In step S4, the connecting steel bars (5) installed inside the crossbeam of the prefabricated beam (4) are tightly combined with the upper ribs (32) and the prestressed bottom plate (34) of the PH plate through three-dimensional weaving technology to form an overall force-bearing system, thereby ensuring the mechanical properties and stability of the connection between the PH plate and the cast-in-place structure.

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