A laminated semi-rigid pile-slab joint connecting structure

Abstract

The application provides a laminated semi-rigid pile-slab node connecting structure, which realizes effective connection of a pile-slab node through a connecting belt between adjacent precast pavement slabs and a combined connecting piece between pile slabs; the combined connecting piece between the pile slabs comprises a precast pile laminated end, a first damping pad, a precast profile steel laminated connecting device, a second damping pad, high-strength bolts, non-bonded prestressed steel bars and a plurality of prestressed steel bar anchorage devices; the precast pile laminated end is installed at the top end of a precast pile, and is sequentially connected and fixed with the first damping pad and the precast profile steel laminated connecting device through the high-strength bolts in sequence upwards; the precast profile steel laminated connecting device is sequentially connected with the second damping pad and the connecting belt between adjacent precast pavement slabs through the non-bonded prestressed steel bars upwards in sequence, and is fixed at the end through the plurality of prestressed steel bar anchorage devices to form an integral whole. The application greatly improves the assembly construction efficiency, node energy dissipation capacity and reusability of the pile-slab node connection.

Description

Technical Field

[0001] This invention relates to the field of road and bridge engineering technology, specifically to a composite semi-rigid pile-slab connection node structure applicable to pile-slab soilless roadbed structures. Background Technology

[0002] In recent years, based on a "structured perspective and industrialized model," the soil-free, low-soil, high-efficiency, and environmentally friendly pile-slab subgrade structure has been gradually applied to highway construction and widening. The pile-slab subgrade structure is a new type of subgrade structure between roadbeds and bridges, mainly composed of pile foundations, precast beams and slabs, and pile-slab joints. Because key components such as piles and slabs can be industrially and intensively produced and assembled, in engineering practice, it can not only effectively reduce the negative impact on the ecological environment during construction but also effectively improve construction efficiency and significantly save energy consumption.

[0003] As a critical component of pile-slab subgrade structures, the pile-slab connection node plays a vital role in the engineering properties and overall performance of these structures. Currently, the connection between the piles and slabs in engineering projects often employs either a steel casing-reinforced cage cast-in-place concrete node or a steel casing-I-beam cast-in-place concrete node. The reinforcement ratio and concrete strength at these pile-slab connection nodes are generally high, resulting in significant stiffness and a near-rigid connection between the pile and slab. Under dynamic loads such as vehicle loads and earthquakes, this connection is highly susceptible to cracking and fatigue damage. Currently, there are no established methods for maintaining and repairing these damaged pile-slab connection nodes. Furthermore, this traditional connection process, which involves inserting a reinforcing cage (or steel section) and then casting in concrete, has low integration and requires precise control over pile elevation and coordinates, often hindering the efficiency of prefabricated pile and slab assembly.

[0004] Chinese invention patent “A prefabricated roadbed pile-slab connection structure” (publication number: CN113818288A) discloses a prefabricated roadbed pile-slab connection structure. By inserting the blocks on two adjacent prefabricated bearing plates into the concave bearing at the top of the prefabricated pile, and then using bolts to pass through the concave bearing platform and the blocks inside the concave bearing platform, and fixing them with nuts, the efficient and rapid connection of the pile and the slab is achieved. However, this invention does not address the semi-rigid vibration reduction problem of the node structure and the overlapping steel connection device at the connection node.

[0005] Chinese invention patent “Integrated Pile-Slab Connection Structure for Prefabricated Pile-Slab Subgrade” (Publication No.: CN113737836A) discloses an integrated pile-slab connection structure for prefabricated pile-slab subgrade. A corbel and a cross-shaped column are set on the upper end of the prefabricated pipe pile, and the prefabricated bearing plates on both sides are connected to the prefabricated pile end by an arc-shaped tie member. This invention focuses on the lateral splicing of the prefabricated bearing plate and the prefabricated pile end. The design of the cross-shaped main body and the groove on the side of the prefabricated bearing plate end has high requirements for the positioning of piles and plates during on-site construction. Moreover, this invention does not address the semi-rigid vibration reduction problem of the node structure and the vertically stacked steel connection device at the connection node.

[0006] Chinese utility model patent “A type of unbonded prestressed repositionable pile-slab bridge joint” (authorization announcement number: CN217651775U) discloses an unbonded prestressed repositionable pile-slab bridge joint. The pile-slab connection part includes an outer circular steel pipe, a temporary clamp for the pipe pile, a sealing rubber strip, and internal cast-in-place concrete, prestressed pipe pile, pile sleeve clamp, and prestressed steel strands. This utility model adopts the connection method of inserting a steel cage and cast-in-place concrete at the pile-slab connection, and applies prestressed steel strands to apply prestress at the joint. However, the pile-slab joint of this utility model is a rigid connection of cast-in-place reinforced concrete, and the control of joint vibration deformation is limited to the elastic state, and it does not involve a composite steel connection device. Summary of the Invention

[0007] In view of the shortcomings of the existing technology, the present invention proposes a composite semi-rigid pile-slab joint connection structure. The purpose is to effectively improve the assembly construction efficiency and energy dissipation capacity of the pile-slab joint connection, minimize the damage and destruction of the joint structure under vibration, and further reduce the difficulty of joint construction and maintenance.

[0008] To achieve the above objectives, the present invention is implemented through the following technical solution:

[0009] A composite semi-rigid pile-slab joint connection structure includes a connecting strip between adjacent precast pavement panels and a combined connector between piles and slabs. The connecting strip between adjacent precast pavement panels includes staggered U-shaped lapped reinforcing bars at the slab ends and cast-in-place concrete between the ends. The combined connector between piles and slabs includes a precast pile composite end, a first vibration damping pad, a precast steel composite connecting device, a second vibration damping pad, high-strength bolts, unbonded prestressed reinforcing bars, and several prestressed reinforcing bar anchors. The precast pile composite end is installed at the top of the precast pile and is sequentially connected and fixed upwards to the first vibration damping pad and the precast steel composite connecting device via high-strength bolts. The precast steel composite connecting device is sequentially connected upwards to the second vibration damping pad and the connecting strip between the precast pavement panels via unbonded prestressed reinforcing bars, and the unbonded prestressed reinforcing bars are fixed on the upper surface of the pavement panel via several prestressed reinforcing bar anchors.

[0010] Furthermore, the precast pile composite end includes an upper end plate, a hollow cylinder, a reinforcing rib plate and a lower end plate, which are assembled and welded from steel profiles. The outer diameter of the lower end plate is the same as the diameter of the precast pile and is welded and fixed to the top of the precast pile. The upper end plate has the same size as the lower end plate and has several bolt holes along the circumferential direction.

[0011] Furthermore, the precast steel composite connection device includes an upper support plate, a grid-shaped rib plate, and a lower support plate, which are assembled and welded from steel plates. The overall outer contour is a frustum shape with a larger upper part and a smaller lower part. The diameter of the upper support plate is 1.5 to 2.0 times that of the lower support plate, and several prestressed steel reinforcement through holes are opened along the circumference. The size of the lower support plate is the same as that of the upper end plate of the precast pile composite end, and the bolt hole opening position and size of the two are the same.

[0012] Furthermore, the size of the first damping pad is the same as the size of the lower support plate of the prefabricated steel composite connection device, and the bolt hole opening position and size of the two are the same;

[0013] Furthermore, the second vibration damping pad has the same dimensions as the upper support plate of the precast steel composite connection device, and the prestressed steel reinforcement perforation opening positions and sizes of the two are the same;

[0014] Furthermore, the ends of adjacent pavement panels are supported on the upper part of the upper support plate of the prefabricated steel composite connection device, and the lateral overlap length of the two is determined by the bending yield strength of the upper support plate and the punching shear strength of the pavement panel.

[0015] Furthermore, the transverse spacing of the U-shaped lapped steel bars after staggered arrangement is 10cm, and the lap length is determined according to the standard construction requirements, resulting in structural stability.

[0016] Furthermore, several corrugated metal sleeves are vertically installed in the middle of the connecting strip between adjacent precast pavement panels. The hollow area inside each corrugated metal sleeve serves as a prestressing tendon channel for passing unbonded prestressed steel bars.

[0017] Furthermore, the unbonded prestressed steel bar passes through the connecting strip between adjacent precast pavement panels, with one end anchored to the lower surface of the upper support plate of the precast steel composite connection device, and then the prestressed steel bar is tensioned at the other end. The unbonded prestressed steel bar is fixed by a prestressed steel bar anchor, resulting in a stable structure.

[0018] An assembly method for a composite semi-rigid pile-slab joint connection structure specifically includes the following steps:

[0019] (1) Drive precast piles according to the pile positions of the designed pile network. After the pile driving is completed, weld and fix the precast pile composite end to the top of the precast pile, and make the first vibration damping pad according to the size of the top plate of the precast pile composite end and the bolt hole opening.

[0020] (2) Place the first vibration damping pad on the upper side of the top plate of the precast pile composite end, then place the precast steel composite connecting device on the first vibration damping pad, and ensure that the bolt holes on the top plate of the precast pile composite end, the first vibration damping pad and the lower support plate of the precast steel composite connecting device are aligned and connected. Then insert the high-strength bolt into the bolt hole that is connected and tighten it with the fixing nut at both ends of the high-strength bolt.

[0021] (3) Make a second vibration damping pad according to the size of the upper support plate of the precast steel composite connection device and the perforation of the prestressed steel reinforcement. Place the second vibration damping pad on the upper side of the upper support plate of the precast steel composite connection device and ensure that the second vibration damping pad and the perforation of the prestressed steel reinforcement of the upper support plate of the precast steel composite connection device are aligned and connected vertically.

[0022] (4) The ends of two adjacent precast pavement panels at the splicing position are erected on the second vibration damping pad. During the erection, ensure that the U-shaped lapped steel bars at the ends of the adjacent precast pavement panels are staggered. After the erection is completed, tie several metal corrugated sleeves in the gap area of ​​the U-shaped lapped steel bars, and align each metal corrugated sleeve with the perforation of the prestressed steel bar.

[0023] (5) Pour concrete in the connection zone between adjacent precast pavement panels. After the concrete has set, guide the unbonded prestressed steel bars through the holes in the prestressed steel bars on the upper support plate of the precast steel composite connection device and pass them upward through the cast-in-place concrete connection zone. Then, inject grease into the gap between the metal corrugated sleeve and the unbonded prestressed steel bars to prevent the steel bars from rusting and causing prestress loss.

[0024] (6) After the concrete strength of the connecting strip reaches the design strength, a steel mesh is placed on the upper surface of the connecting strip between adjacent precast pavement panels. Then, the unbonded prestressed steel bars are tensioned on the upper side. At the same time, the unbonded prestressed steel bars are fixed on the lower side of the upper support plate of the precast steel composite connecting device using prestressed steel bar anchors. After the unbonded prestressed steel bars are tensioned, they are anchored to the steel mesh on the upper side of the connecting strip using prestressed steel bar anchors. Then, a protective layer is poured on the upper part of the precast pavement panel.

[0025] The beneficial effects of this invention are:

[0026] 1. Under the premise of ensuring that the stress performance of the pile-slab joint does not change much, the present invention replaces the traditional pile-slab connection method of inserting steel cage-cast concrete with prefabricated steel connection device and improved prefabricated pile end overlapping connection method, which greatly improves the assembly construction efficiency of pile-slab joint connection.

[0027] 2. The present invention provides a first damping pad and a second damping pad between the overlapping connection devices and between them and the precast pavement panel, which improves the stiffness performance of the pile-slab joint and greatly reduces the dynamic damage and fatigue failure of the pile-slab joint under vibration.

[0028] 3. The composite pile-slab node connection structure of the present invention has strong prefabricated construction capability, and the related connection devices and vibration damping pads have the characteristics of low environmental pollution and high reusability. During long-term operation and use, it is easy to maintain and replace, reducing the later maintenance cost. Attached Figure Description

[0029] Figure 1 A cross-sectional schematic diagram of a composite semi-rigid pile-slab joint connection structure;

[0030] Figure 2 A three-dimensional schematic diagram of a composite semi-rigid pile-slab joint connection structure;

[0031] Figure 3 A three-dimensional schematic diagram of a precast pile composite end;

[0032] Figure 4 This is a schematic diagram of the assembly of precast pile composite end caps;

[0033] Figure 5 A three-dimensional schematic diagram of a prefabricated steel composite connection device;

[0034] Figure 6 This is a schematic diagram of the assembly of a prefabricated steel composite connection device;

[0035] Figure 7 A three-dimensional schematic diagram of the precast pavement panels;

[0036] In the diagram: 1. Precast pile, 2. Precast pile composite end, 3. First vibration damping pad, 4. Precast steel composite connection device, 5. High-strength bolt, 6. Nut, 7. Second vibration damping pad, 8. Precast pavement panel, 9. U-shaped lapped reinforcing bar, 10. Corrugated metal sleeve, 11. Cast-in-place concrete, 12. Unbonded prestressed reinforcing bar, 13. Reinforcing mesh, 14. Prestressed reinforcing bar anchor, 15. Protective layer, 21. Upper end plate, 22. Hollow cylinder, 23. Reinforcing rib, 24. Lower end plate, 25. Bolt hole, 41. Upper support plate, 42. Grid-shaped rib, 43. Lower support plate, 44. Bolt hole, 45. Prestressed reinforcing bar perforation.

[0037] Specific implementation measures

[0038] The specific embodiments of the present invention will be further described in detail below with reference to the accompanying drawings and specific examples:

[0039] Specific implementation examples: such as Figure 1-2As shown, a composite semi-rigid pile-slab node connection structure includes a connecting strip between adjacent precast pavement panels 8 and a combined connector between the piles and slabs. The connecting strip between adjacent precast pavement panels 8 includes U-shaped lapped reinforcing bars 9 arranged alternately at the ends of the panels and cast-in-place concrete 11 between the ends. The combined connector between the piles and slabs includes a precast pile composite end 2, a first vibration damping pad 3, a precast steel composite connecting device 4, a second vibration damping pad 7, high-strength bolts 5, unbonded prestressed reinforcing bars 12, and several prestressed reinforcing bar anchors 14. The precast pile composite end 2 is installed at the top of the precast pile 1 and is sequentially connected and fixed upwards to the first vibration damping pad 3 and the precast steel composite connecting device 4 via high-strength bolts 5. The precast steel composite connecting device 4 is sequentially connected upwards to the second vibration damping pad 7 and the connecting strip between the precast pavement panels 8 via unbonded prestressed reinforcing bars 12, and the unbonded prestressed reinforcing bars 12 are fixed on the upper surface of the precast pavement panels 8 via several prestressed reinforcing bar anchors 14.

[0040] Two adjacent precast pavement panels 8 are connected end to end by staggered U-shaped lapped steel bars 9 at the ends, and supported on the upper part of the upper support plate 41 of the precast steel composite connection device. The transverse lap length between the end of the precast pavement panel 8 and the upper support plate 41 of the precast steel composite connection device is determined by calculation based on the bending yield strength of the upper support plate 41 and the punching shear strength of the precast pavement panel 8.

[0041] The transverse spacing of the U-shaped lapped steel bars 9 at the ends of the precast pavement panel is 10cm, and the lap length is determined according to the structural requirements of the specification.

[0042] Several corrugated metal sleeves 10 are vertically installed in the middle of the connecting strip between adjacent precast pavement panels. The hollow area inside each corrugated metal sleeve 10 serves as a prestressing tendon channel for passing through unbonded prestressed steel bars 12.

[0043] The unbonded prestressed steel bar 12 passes through the connecting strip between adjacent precast pavement panels, with one end anchored to the lower surface of the upper support plate 41 of the precast steel composite connection device, and then the prestressed steel bar is tensioned at the other end, and the unbonded prestressed steel bar 12 is fixed by the prestressed steel bar anchor 14.

[0044] like Figure 3-4 As shown, the specific structure and assembly method of the precast pile composite end cap 2 are as follows:

[0045] Precast pile composite end 2 ( Figure 3The precast pile 1 is composed of an upper end plate 21, a hollow cylinder 22, reinforcing ribs 23, and a lower end plate 24, all made of steel profiles and assembled and welded together. The outer diameter of the lower end plate 24 is the same as that of the precast pile 1 and is welded and fixed to the top of the precast pile 1. The upper end plate 21 has the same dimensions as the lower end plate 24 and has several bolt holes 25 along the circumference. Four reinforcing ribs 23 are vertically welded to the side of the hollow cylinder 22 to enhance the rigidity of the precast pile composite end 2.

[0046] like Figure 5-6 As shown, the specific structure and assembly method of the prefabricated steel composite connection device 4 are as follows:

[0047] Precast steel composite connection device 4 ( Figure 5 It consists of an upper support plate 41, a grid-shaped rib plate 42, and a lower support plate 43, all made of steel plates and assembled and welded together. The overall outer contour is a frustum shape, wider at the top and narrower at the bottom. The diameter of the upper support plate 41 is 1.5 to 2.0 times that of the lower support plate 43, and it has several prestressed steel bar through holes 45 along the circumferential direction. The dimensions of the lower support plate 43 are the same as those of the upper end plate 21 of the precast pile composite end 2, and the bolt hole opening positions and sizes of the two are the same.

[0048] like Figure 7 As shown, the precast pavement panel 8 is prefabricated in the factory or on site. The longitudinal steel bars inside the precast pavement panel 8 extend to both ends and are made into U-shaped lapped steel bars.

[0049] The first vibration damping pad 3 has the same dimensions as the lower support plate 43 of the prefabricated steel composite connection device, and the bolt hole opening positions and sizes of the two are the same.

[0050] The second vibration damping pad 7 has the same dimensions as the upper support plate 41 of the precast steel composite connection device, and the opening positions and sizes of the prestressed steel reinforcement through holes 45 are the same.

[0051] The aforementioned precast piles 1, precast pile composite end caps 2, first vibration damping pads 3, precast steel composite connection devices 4, second vibration damping pads 7, and precast pavement panels 8 are precast in the factory or on-site, and then transported to the construction site for assembly. The specific assembly process is as follows:

[0052] (1) Drive precast piles 1 according to the pile positions of the designed pile network. After the pile driving is completed, weld and fix the precast pile composite end 2 to the top of the precast pile 1. Make the first vibration damping pad 3 according to the size of the upper end plate 21 of the precast pile composite end 2 and the opening of the bolt hole 25.

[0053] (2) Place the first vibration damping pad 3 on the upper side of the upper end plate 21 of the precast pile composite end 2, and then place the precast steel composite connecting device 4 on the first vibration damping pad 3, and ensure that the bolt holes on the upper end plate 21 of the precast pile composite end 2, the first vibration damping pad 3 and the lower support plate 43 of the precast steel composite connecting device are aligned and connected. Then insert the high-strength bolt 5 into the bolt hole that is connected from top to bottom, and tighten the high-strength bolt 5 with the fixing nut 6 at both ends.

[0054] (3) Make a second vibration damping pad 7 according to the size of the upper support plate 41 of the precast steel composite connection device and the situation of the prestressed steel bar through hole 45. Place the second vibration damping pad 7 on the upper side of the upper support plate 41 of the precast steel composite connection device, and ensure that the second vibration damping pad 7 and the prestressed steel bar through hole 45 of the upper support plate 41 of the precast steel composite connection device are aligned and connected vertically.

[0055] (4) The ends of two adjacent precast pavement panels 8 at the splicing position are erected on the second vibration damping pad 7. During the erection, ensure that the U-shaped lapped steel bars 9 pre-installed at the ends of the adjacent precast pavement panels 8 are staggered. After the erection is completed, tie several metal corrugated sleeves 10 in the gap area of ​​the U-shaped lapped steel bars 9, and align each metal corrugated sleeve with the prestressed steel bar through hole 45.

[0056] (5) Cast-in-place concrete 11 is poured in the connecting zone area between adjacent precast pavement panels 8. After the cast-in-place concrete 11 has set, unbonded prestressed steel bars 12 are guided to pass through the prestressed steel bar through-holes 45 on the upper support plate 41 of the precast steel composite connection device and pass upward through the connecting zone of the cast-in-place concrete 11. Grease is injected into the gap between the metal corrugated sleeve 10 and the unbonded prestressed steel bars 12 to prevent the steel bars from rusting and causing prestress loss.

[0057] (6) After the concrete 11 of the connecting strip reaches the design strength, a steel mesh 13 is placed on the upper surface of the connecting strip between adjacent precast pavement panels 8. Then, the unbonded prestressed steel bars 12 are tensioned on the upper side. At the same time, the unbonded prestressed steel bars 12 are fixed on the lower side of the support plate 41 of the precast steel composite connecting device using prestressed steel bar anchors 14. After the unbonded prestressed steel bars 12 are tensioned, they are anchored to the steel mesh 13 on the upper side of the connecting strip using prestressed steel bar anchors 14. Then, a protective layer 15 is poured on the upper part of the precast pavement panel 8.

[0058] In this embodiment, the precast pile composite end 2 and the precast steel composite connecting device 4 are used for composite connection. Figure 1 This method replaces the traditional pile-slab connection method of inserting a steel cage and casting in place, greatly improving the assembly construction efficiency of pile-slab connection while ensuring that the stress performance of the pile-slab joint does not change significantly.

[0059] In this embodiment, a first vibration damping pad 3 and a second vibration damping pad 7 are provided between the overlapping connecting devices and between them and the precast track panel 8. Figure 1 This improved the stiffness performance of the pile-slab joint and greatly reduced the dynamic damage and fatigue failure of the pile-slab joint under vibration.

[0060] In this embodiment, the relevant connecting device ( Figure 3 and Figure 5 Vibration damping pads and other materials have the characteristics of low environmental pollution and high reusability. They are easy to maintain and replace during long-term operation, reducing the cost of later maintenance.

[0061] The preferred embodiments of the present invention have been described in detail above. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the present invention. It can also be a reasonable combination of the features described in the above embodiments. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A composite semi-rigid pile-slab joint connection structure, comprising a connecting strip between adjacent precast pavement panels and a combined connector between piles and slabs, characterized in that, The connecting strip between adjacent precast pavement panels includes staggered U-shaped lapped steel bars at the ends of the panels and cast-in-place concrete between the ends. The combined connecting component between the pile and the slab includes a precast pile composite end, a first vibration damping pad, a precast steel composite connecting device, a second vibration damping pad, high-strength bolts, unbonded prestressed steel bars, and several prestressed steel bar anchors. The precast pile composite end is installed at the top of the precast pile and is connected and fixed upwards to the first vibration damping pad and the precast steel composite connecting device in sequence by high-strength bolts. The precast steel composite connecting device is connected upwards to the second vibration damping pad and the connecting strip between the precast pavement panels in sequence by unbonded prestressed steel bars, and the unbonded prestressed steel bars are fixed on the upper surface of the precast pavement panel by several prestressed steel bar anchors. The precast pile composite end includes an upper end plate, a hollow cylinder, a reinforcing rib plate and a lower end plate, which are assembled and welded from steel profiles. The outer diameter of the lower end plate is the same as the diameter of the precast pile and is welded and fixed to the top of the precast pile. The upper end plate has the same size as the lower end plate and has several bolt holes along the circumference. The precast steel composite connection device includes an upper support plate, a grid-shaped rib plate and a lower support plate, which are assembled and welded from steel plates. The overall outer contour is a frustum shape with a larger upper part and a smaller lower part. The diameter of the upper support plate is 1.5 to 2.0 times that of the lower support plate, and several prestressed steel reinforcement through holes are opened along the circumference. The size of the lower support plate is the same as that of the upper end plate of the precast pile composite end, and the bolt hole opening position and size of the two are the same. Several corrugated metal sleeves are vertically installed in the middle of the connecting strip between adjacent precast pavement panels. The hollow area inside each corrugated metal sleeve serves as a prestressing tendon channel for passing unbonded prestressed steel bars. The unbonded prestressed steel bar passes through the connecting strip between adjacent precast pavement panels, with one end anchored to the lower surface of the upper support plate of the precast steel composite connection device. Then, the prestressed steel bar is tensioned at the other end, and the unbonded prestressed steel bar is fixed by a prestressed steel bar anchor.

2. The composite semi-rigid pile-slab joint connection structure according to claim 1, characterized in that, The first vibration damping pad has the same dimensions as the lower support plate of the prefabricated steel composite connection device, and the bolt hole opening positions and sizes of the two are the same.

3. The composite semi-rigid pile-slab joint connection structure according to claim 1, characterized in that, The second vibration damping pad has the same dimensions as the upper support plate of the precast steel composite connection device, and the prestressed steel reinforcement perforation openings of both have the same position and size.

4. The composite semi-rigid pile-slab joint connection structure according to claim 1, characterized in that, The ends of adjacent precast pavement panels are supported on the upper part of the upper support plate of the precast steel composite connection device. The lateral overlap length between the two is determined by the bending yield strength of the upper support plate and the punching shear strength of the precast pavement panel.

5. The composite semi-rigid pile-slab joint connection structure according to claim 1, characterized in that, The transverse spacing of the U-shaped lapped steel bars is 10cm, and the lap length is determined according to the structural requirements of the specification.

6. A method for assembling a composite semi-rigid pile-slab joint connection structure according to any one of claims 1-5, characterized in that, Specifically, it includes the following steps: (1) Drive precast piles according to the pile positions of the designed pile network. After the pile driving is completed, weld and fix the precast pile composite end to the top of the precast pile, and make the first vibration damping pad according to the size of the top plate of the precast pile composite end and the bolt hole opening. (2) Place the first vibration damping pad on the upper side of the top plate of the precast pile composite end, then place the precast steel composite connecting device on the first vibration damping pad, and ensure that the bolt holes on the top plate of the precast pile composite end, the first vibration damping pad and the lower support plate of the precast steel composite connecting device are aligned and connected. Then insert the high-strength bolt into the bolt hole that is connected and tighten it with the fixing nut at both ends of the high-strength bolt. (3) Make a second vibration damping pad according to the size of the upper support plate of the precast steel composite connection device and the perforation of the prestressed steel reinforcement. Place the second vibration damping pad on the upper side of the upper support plate of the precast steel composite connection device and ensure that the second vibration damping pad and the perforation of the prestressed steel reinforcement of the upper support plate of the precast steel composite connection device are aligned and connected vertically. (4) The ends of two adjacent precast pavement panels at the splicing position are erected on the second vibration damping pad. During the erection, ensure that the U-shaped lapped steel bars at the ends of the adjacent precast pavement panels are staggered. After the erection is completed, tie several metal corrugated sleeves in the gap area of ​​the U-shaped lapped steel bars, and align each metal corrugated sleeve with the perforation of the prestressed steel bar. (5) Pour cast-in-place concrete in the connection zone between adjacent precast pavement panels. After the cast-in-place concrete has set, guide the unbonded prestressed steel bars through the prestressed steel bar perforation holes on the upper support plate of the precast steel composite connection device and pass them upward through the cast-in-place concrete connection zone. Then, inject grease into the gap between the metal corrugated sleeve and the unbonded prestressed steel bars to prevent the steel bars from rusting and causing prestress loss. (6) After the concrete strength of the connecting strip reaches the design strength, a steel mesh is placed on the upper surface of the connecting strip between adjacent precast pavement panels. Then, the unbonded prestressed steel bars are tensioned on the upper side. At the same time, the unbonded prestressed steel bars are fixed on the lower side of the upper support plate of the precast steel composite connecting device using prestressed steel bar anchors. After the unbonded prestressed steel bars are tensioned, they are anchored to the steel mesh on the upper side of the connecting strip using prestressed steel bar anchors. Then, a protective layer is poured on the upper part of the precast pavement panel.

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