Modular underwater pier reinforcing device and construction method thereof

Abstract

The invention discloses a modular underwater pier reinforcing device and a construction method thereof, and belongs to the technical field of pier reinforcing and repairing. The device comprises a floating platform, a widened and reinforced sleeve and a buffer layer, the floating platform is provided with a platform body through hole, the platform body through hole is matched with the pier in shape, and the platform body through hole is used for containing the pier; the widened reinforcing sleeve is arranged on the floating table and provided with a sleeve channel, and the sleeve channel is used for containing the pier; when the bridge pier is located in the sleeve channel, the portion between the bridge pier and the widened reinforcing sleeve is filled with a buffer layer, and the buffer layer provides buffer for the bridge pier. The waterproof floating platform is matched with the arrangement of the widened reinforcing sleeve, cofferdam-free rapid construction can be conducted underwater, the construction period is shortened, and the repairing efficiency of pier reinforcement is improved; and the widened reinforcing sleeve is matched with the buffer layer, the advantages of a section increasing reinforcing method, an FRP reinforcing method and a steel plate wrapping reinforcing method are fused, and the repairing effect of pier reinforcing is improved.

Description

Technical Field

[0001] This invention relates to the field of bridge pier reinforcement and repair technology, and in particular to a modular underwater bridge pier reinforcement device and its construction method. Background Technology

[0002] In current bridge engineering, creep accumulation, water erosion, and corrosion due to water quality changes are causing more and more problems with underwater bridge piers, requiring reinforcement projects. As the foundation of a bridge, the pier not only bears the bridge's own weight but also secondary dead and live loads. When faced with defects such as concrete spalling, reinforced concrete corrosion, honeycomb pitting, cracking, and exposed rebar, it will lead to insufficient load-bearing capacity, seismic resistance, and durability. This will seriously affect the normal use of underwater bridge piers and the safety performance of the bridge structure.

[0003] Currently, commonly used bridge pier reinforcement methods include cross-section enlargement, fiber-reinforced polymer (FRP) reinforcement, and steel plate cladding. However, both cross-section enlargement and steel plate cladding require cofferdam dewatering, which doesn't adequately meet the requirement of a short construction period and can easily disrupt navigation. While the jacket method often uses waterproof epoxy resin as an interface adhesive during underwater bonding, the FRP jacket is prone to detachment under water erosion. Therefore, existing bridge pier reinforcement technologies exhibit low repair efficiency and poor effectiveness. Summary of the Invention

[0004] This invention provides a modular underwater bridge pier reinforcement device and its construction method, aiming to solve the problems of low efficiency and poor effect of existing bridge pier reinforcement and repair technologies.

[0005] The first aspect of this invention provides a modular underwater bridge pier reinforcement device, comprising:

[0006] A floating platform having a through hole in the platform body that matches the shape of the bridge pier and is used to accommodate the bridge pier;

[0007] A widened and reinforced sleeve is provided on the floating platform, and the widened and reinforced sleeve has a sleeve channel for accommodating the bridge pier;

[0008] A buffer layer is provided between the bridge pier and the widened and reinforced sleeve when the bridge pier is located within the sleeve channel, and the buffer layer provides cushioning for the bridge pier.

[0009] In some embodiments of the first aspect, the widened and reinforced sleeve includes multiple spliced ​​pipe segments;

[0010] The plurality of the spliced pipe petals are circumferentially arranged around the axis of the pier body through hole to enclose the sleeve pipe channel, and any two adjacent spliced pipe petals are sealingly connected to each other.

[0011] In some embodiments of the first aspect, opposite sides of the spliced pipe petals are respectively provided with a convolutional female hook and a convolutional male hook;

[0012] In the height direction of the spliced pipe petals, the height of the convolutional female hook and the height of the convolutional male hook are matched with the height of the spliced pipe petals;

[0013] The convolutional female hook is sealingly hooked with the convolutional male hook of the adjacent spliced pipe petals.

[0014] In some embodiments of the first aspect, a part of the outer side of the convolutional female hook is sealingly glued with a part of the inner side of the convolutional male hook of the adjacent spliced pipe petals;

[0015] And / or, a part of the inner side of the convolutional female hook is sealingly glued with a part of the outer side of the convolutional male hook of the adjacent spliced pipe petals.

[0016] In some embodiments of the first aspect, a post-poured through groove is formed between a part of the inner side of the convolutional female hook and a part of the inner side of the convolutional male hook of the adjacent spliced pipe petals;

[0017] The post-poured through groove is filled with a tensile-resistant concrete, which is one or more of ultra-high performance concrete, ultra-high toughness fiber reinforced cement-based composite material, or high-strength steel fiber concrete.

[0018] In some embodiments of the first aspect, a plurality of shear force members are arranged in the post-poured through groove, which are one or more of an open-hole steel plate shear connector and a key tooth shear connector.

[0019] In some embodiments of the first aspect, the floating pier comprises a plurality of waterproof floating units and a plurality of supporting steel bars;

[0020] The plurality of waterproof floating units are circumferentially arranged around the same axis to enclose the pier body through hole, and two adjacent waterproof floating units are sealingly connected to each other;

[0021] The plurality of supporting steel bars are circumferentially arranged around the pier, one end of the plurality of supporting steel bars is used for mounting on the pier, and the other end of the plurality of supporting steel bars is connected with each waterproof floating unit.

[0022] In some embodiments of the first aspect, the connection between two adjacent waterproof floating units is arranged staggered with the connection between two adjacent spliced pipe petals.

[0023] In some embodiments of the first aspect, the waterproof floating unit comprises a floating concrete block and a waterproof cloth;

[0024] The waterproof cloth is wrapped on the outer surface of the floating concrete block;

[0025] The other end of the supporting steel bar penetrates the waterproof cloth sealingly and is sealingly connected with the floating concrete block.

[0026] The second aspect of the present application provides a construction method of a modular underwater bridge pier reinforcing device, which applies the modular underwater bridge pier reinforcing device of the first aspect, and comprises the following steps:

[0027] S1, cleaning the damaged surface of the bridge pier, and removing the corrosion layer to the maximum damage depth;

[0028] S2, setting a waterproof floating platform on the outer peripheral surface of the bridge pier;

[0029] S3, setting a widened reinforcing sleeve on the waterproof floating platform, and simultaneously setting the widened reinforcing sleeve on the outer peripheral surface of the bridge pier;

[0030] S4, filling a buffer between the widened reinforcing sleeve and the bridge pier to form a buffer layer.

[0031] From the above technical solution, the present application has the following advantages:

[0032] The embodiment provides a modular underwater bridge pier reinforcing device and a construction method thereof. On the one hand, the waterproof floating platform can be closely attached to the outer peripheral surface of the bridge pier because the waterproof floating platform is provided with a pier-shaped matching platform body through hole. Therefore, the waterproof floating platform is arranged at the water surface intersection of the bridge pier, the widened reinforcing sleeve is arranged on the waterproof floating platform, the construction personnel can quickly install on the water surface, the widened reinforcing sleeve can be quickly positioned and protect the vulnerable part of the bridge pier after installation, the construction can be quickly carried out under water without cofferdam, the construction period is shortened, the influence on navigation is greatly reduced, and the method is particularly suitable for deep water, rapids or busy water area, and the repair efficiency of the bridge pier reinforcing is significantly improved. On the other hand, the widened reinforcing sleeve is arranged on the outer peripheral surface of the bridge pier, the widened reinforcing sleeve has the advantages of increasing the cross section and external wrapping, the buffer layer is filled between the widened reinforcing sleeve and the bridge pier, the buffer layer can enhance the interface bonding, coordinate deformation, resist impact and improve durability, so that the widened reinforcing sleeve is matched with the buffer layer, the advantages of the increasing cross section reinforcing method, the FRP reinforcing method and the external steel plate reinforcing method are combined, the bearing capacity, compressive strength, ductility, energy dissipation capacity and long-term service performance of the bridge pier are greatly improved, and the repair effect of the bridge pier reinforcing is significantly improved. BRIEF DESCRIPTION OF DRAWINGS

[0033] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or prior art description. Obviously, the drawings in the following description only constitute some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained from these drawings without any creative labor.

[0034] Figure 1 A scene diagram for reinforcing a bridge pier by a modular underwater bridge pier reinforcing device provided by the embodiment of the present application;

[0035] Figure 2 A whole structure diagram of the modular underwater bridge pier reinforcing device provided by the embodiment of the present application;

[0036] Figure 3 A whole structure diagram of the floating platform provided by the embodiment of the present application;

[0037] Figure 4 A whole structure diagram of the widened reinforcing sleeve provided by the embodiment of the present application;

[0038] Figure 5 A structure diagram of the widened reinforcing sleeve and the floating platform provided by the embodiment of the present application Figure 1 ;

[0039] Figure 6 A structure diagram of the widened reinforcing sleeve and the floating platform provided by the embodiment of the present application Figure 2 ;

[0040] Figure 7 A whole structure diagram of the spliced pipe petal provided by the embodiment of the present application;

[0041] Figure 8 A structure diagram of a shear member of the post-cast through slot provided by the embodiment of the present application;

[0042] Figure 9 A structure diagram of another shear member of the post-cast through slot provided by the embodiment of the present application.

[0043] 1, floating platform; 10, platform body through hole; 11, waterproof floating unit; 12, supporting steel bar; 2, widened reinforcing sleeve; 20, sleeve channel; 21, spliced pipe petal; 210, convolutional female hook; 2100, first arc segment; 2101, first straight segment; 2102, second arc segment; 211, convolutional male hook; 2110, third arc segment; 2111, second straight segment; 2112, fourth arc segment; 22, post-cast through slot; 23, shear member; 23a, perforated steel plate shear connecting member; 23b, key tooth shear connecting member; 3, buffer layer; 4, bridge pier. DETAILED DESCRIPTION

[0044] The embodiment of the present application provides a modular underwater pier reinforcing device and a construction method thereof, and aims to solve the technical problems of low efficiency and poor effect of the prior art pier reinforcing and repairing.

[0045] In order to make the application purpose, features and advantages of the present application more obvious and easy to understand, the technical solutions in the embodiments of the present application will be described clearly and completely below in combination with the drawings in the embodiments of the present application. Obviously, the following described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the present application.

[0046] At present, common pier reinforcing methods include the following: the section enlargement reinforcing method, the FRP reinforcing method and the outer steel plate reinforcing method; the section enlargement reinforcing method, as one of the most common reinforcing methods, performs well in improving the energy dissipation capacity, ductility and bearing capacity of the pier; the FRP reinforcing method is to paste fiber reinforced composite materials on the outer side of the original pier (also known as the jacket method), and the excellent mechanical properties of the fiber reinforced material are used to improve the seismic performance of the pier; the outer steel plate method can significantly improve the compressive strength of the internal core concrete.

[0047] However, the above three methods have certain technical defects when reinforcing the underwater pier; the section enlargement method and the outer steel plate method both need to use the cofferdam water pumping method for reinforcement, or use the original structure of the pier pile cap as a support base, and then repair the reinforcing structure from the support base to the water surface junction of the vulnerable part of the pier, which has a large repair area, low efficiency and cannot well meet the requirement of short construction period; for the jacket method, waterproof epoxy resin is often used as an interface adhesive when pasting underwater, but under the scouring of water flow, the outer FRP jacket is prone to voiding. Although the FRP reinforcing method is a relatively excellent repairing and reinforcing method, it still needs to further strengthen the convenience and practicality of the technology.

[0048] Therefore, it is imminent to repair and reinforce the damaged underwater pier, and at the same time, how to efficiently repair and reinforce the pier, shorten the construction period and reduce the influence of the repairing work on underwater navigation has become a technical problem that needs to be improved and perfected. The following will introduce how to solve this technical problem in combination with specific embodiments.

[0049] Please refer to Figure 1 and Figure 2 The embodiment of the present application provides a modular underwater pier 4 reinforcing device, which comprises:

[0050] The floating platform 1 is used for connecting with the pier 4, and has a platform body through hole 10 matched with the shape of the pier 4, which is used for accommodating the pier 4;

[0051] The widened reinforcing sleeve 2 is arranged on the floating platform 1, and has a sleeve channel 20 used for accommodating the pier 4;

[0052] The buffer layer 3 is filled between the pier 4 and the widened reinforcing sleeve 2 when the pier 4 is located in the sleeve channel 20, and provides a buffer for the pier 4.

[0053] In the installation process of the embodiment, the floating platform 1 is assembled around the outer peripheral side of the pier 4, so that the outer peripheral surface of the pier 4 is tightly attached to the inner peripheral surface of the platform body through hole 10 of the floating platform 1 to form a support structure foundation on the water surface; then, the widened reinforcing sleeve 2 is assembled around the outer peripheral side of the pier 4, so that the pier 4 is arranged in the sleeve channel 20 of the widened reinforcing sleeve 2, and the widened reinforcing sleeve 2 is abutted and supported on the floating platform 1; finally, when the pier 4 is arranged in the sleeve channel 20, the buffer layer 3 material is filled into the gap between the pier 4 and the widened reinforcing sleeve 2 to form the buffer layer 3, thereby providing a buffer for the pier 4.

[0054] It should be pointed out that the floating platform 1 can be a spliced structure, a coiled structure and a sleeved structure surrounding the outer peripheral surface of the pier 4 as a support foundation structure; similarly, the widened reinforcing sleeve 2 can also be a spliced structure, a cast-in-place structure, a coiled structure and a sleeved structure surrounding the outer peripheral surface of the pier 4; the differences of the above structures depend on the differences of actual working conditions, and a person skilled in the art can select according to the actual working conditions.

[0055] Compared with the prior art, the embodiment has the following advantages:

[0056] Firstly, the reinforcing and repairing efficiency is high. In the embodiment, the self-floating floating platform 1 can be installed on the water surface, the widened reinforcing sleeve 2 can be quickly constructed under water without cofferdam, it is not necessary to additionally use cofferdam for reinforcing construction, and it is not necessary to stack from bottom to top as in the original structure of the pier 4 cap, the widened reinforcing sleeve 2 can quickly position and protect the vulnerable water surface junction of the pier 4 after installation, which shortens the construction period, greatly reduces the influence on navigation, is especially suitable for deep water, rapids or busy water areas, significantly improves the reinforcing and repairing efficiency of the pier 4, and effectively overcomes the technical defects of the traditional methods of increasing section and wrapping steel plate, which need to draw water by cofferdam, and the FRP jacket method which is easy to be detached under water;

[0057] Secondly, the reinforcement and repair effect is good. In this embodiment, a widened and reinforced sleeve 2 is set on the floating platform 1. The floating platform 1 provides a supporting foundation for the widened and reinforced sleeve 2. The buffer layer 3 can be filled between the pier 4 and the sleeve channel 20. Since the widened and reinforced sleeve 2 is sleeved on the outer circumference of the pier 4, the setting of the widened and reinforced sleeve 2 has the advantages of increasing the cross section and external wrapping. The buffer layer 3 is filled between the widened and reinforced sleeve 2 and the pier 4. The buffer layer 3 can enhance the interface adhesion, coordinate deformation, resist impact and improve durability. Moreover, the buffer layer 3 is protected by the widened and reinforced sleeve 2, which can avoid being washed by water flow and avoid the problem of delamination. Therefore, the setting of the widened and reinforced sleeve 2 in combination with the buffer layer 3 integrates the advantages of the cross section increase reinforcement method, FRP reinforcement method and external steel plate reinforcement method. It can significantly improve the bearing capacity, compressive strength, ductility, energy dissipation capacity and long-term service performance of the pier 4, and significantly improve the reinforcement and repair effect of the pier 4.

[0058] In one specific embodiment, such as Figure 3 As shown, to reduce the impact of seawater on the area to be repaired on pier 4, the floating platform 1 includes multiple waterproof floating units 11 and multiple supporting steel bars 12. The multiple waterproof floating units 11 are arranged circumferentially around the same axis to form a platform through-hole 10. The cross-sectional shape of the platform through-hole 10 enclosed by the multiple waterproof floating units 11 matches the cross-sectional shape of pier 4. For example, when the cross-section of pier 4 is circular, the multiple waterproof floating units 11 are all arc-shaped, and the cross-sectional shape of the platform through-hole 10 is also circular; when the cross-section of pier 4 is elliptical, the multiple waterproof floating units 11 are all arc-shaped, and the cross-sectional shape of the platform through-hole 10 is also elliptical. This allows the floating platform 1 to be installed close to pier 4, and adjacent waterproof floating units 11 to be sealed together. The multiple supporting steel bars 12 are arranged circumferentially around pier 4, with one end of each supporting steel bar 12 used for installation on pier 4. The other end of the reinforcing bar 12 is connected to each waterproof floating unit 11. In practice, the construction workers first process and open multiple first anchoring holes in the circumferential direction of the pier 4. The first anchoring holes are smaller than the diameter of the supporting reinforcing bar 12. Then, one end of multiple supporting reinforcing bars 12 is inserted into each first anchoring hole with an interference fit. Then, the other end of multiple supporting reinforcing bars 12 is connected to multiple waterproof floating units 11. Finally, multiple waterproof floating units 11 are sealed together with adhesive to form a waterproof floating platform 1. Therefore, when the widened and reinforced sleeve 2 is set on the floating platform 1, the floating platform 1 can serve as a water-proof platform. In addition, the floating platform 1 can seal the connection between the pier 4 and the through hole 10 of the platform, preventing water from entering from the connection between the pier 4 and the through hole 10 of the platform, thereby preventing water from entering the bottom of the widened and reinforced sleeve 2 and preventing the pier 4 to be reinforced and repaired from being corroded by seawater again.

[0059] In an embodiment, in order to improve the support strength of the waterproof floating unit 11, the waterproof floating unit 11 comprises a floating concrete block and a waterproof cloth; the waterproof cloth is wrapped on the outer surface of the floating concrete block, the side surface of the floating concrete block is provided with a second embedded bar groove, the second embedded bar hole is smaller than the diameter of the support steel bar 12, the edge of the waterproof cloth adjacent to the second embedded bar groove is glued and sealed on the edge of the second embedded bar groove, and the second embedded bar groove is sandblasted with a waterproof layer; the other end of the support steel bar 12 penetrates the waterproof cloth sealingly and is inserted into the second embedded bar groove of the floating concrete block in an interference fit; wherein the other end of the support steel bar 12 is sandblasted with a waterproof layer, and when the support steel bar 12 is inserted into the second embedded bar groove in interference, the support steel bar 12 will not damage the waterproof performance of the waterproof cloth. In specific implementation, the floating concrete block serves as the base of the support widened reinforcing sleeve 2, the stability of the support is high, and the waterproof cloth can prevent seawater from entering the floating concrete block, avoid its erosion to the floating concrete block, and also can prevent seawater from penetrating and eroding the to-be-repaired bridge pier 4 from the connection between the pier body through hole 10 and the bridge pier 4. Therefore, the waterproof floating unit 11 composed of the floating concrete block and the waterproof cloth has high support strength and strong corrosion resistance.

[0060] It should be pointed out that the waterproof cloth is a basalt fiber reinforced polymer (BFRP), and the floating concrete block is made of high-strength lightweight aggregate concrete. The specific proportion can be referred to the prior art, and as long as the proportion of the concrete block can achieve floating, the person skilled in the art can select it, and here is not limited too much.

[0061] In an embodiment, the support steel bar 12 is a high-strength glass fiber reinforced plastic bar (GFRP) with corrosion resistance.

[0062] In a specific embodiment, as Figures 4 to 7As shown, in order to further improve the reinforcement repair efficiency, a widened reinforcing sleeve 2 is further provided, which comprises a plurality of prefabricated spliced pipe petals 21 arranged circumferentially around the axis of the body through hole 10 to enclose the sleeve channel 20, that is, the body through hole 10 and the sleeve channel 20 are coaxially arranged, wherein the cross-sectional shape of the sleeve channel 20 enclosed by the plurality of spliced pipe petals 21 matches the cross-sectional shape of the pier 4, for example, when the cross-section of the pier 4 is circular, the plurality of spliced pipe petals 21 are all arc-shaped, and the cross-sectional shape of the sleeve channel 20 formed is also circular; when the cross-section of the pier 4 is elliptical, the plurality of spliced pipe petals 21 are all arc-shaped, and the cross-sectional shape of the sleeve channel 20 formed is also elliptical, so that the widened reinforcing sleeve 2 is installed in close contact with the pier 4, and any two adjacent spliced pipe petals 21 are sealedly connected to each other, so when the widened reinforcing sleeve 2 needs to be installed, the construction personnel arrange the plurality of prefabricated spliced pipe petals 21 around the outer periphery of the pier 4 to protect the pier 4 in a full range and close contact shape, and then seal the connection between the two adjacent spliced pipe petals 21; therefore, the plurality of spliced pipe petals 21 are designed in a prefabricated modular manner and assembled in a building block manner, which can realize rapid construction on the floating platform 1 and improve the reinforcement repair efficiency; and the sealing between the spliced pipe petals 21 ensures that the pier 4 to be repaired is not easily immersed in seawater from the side, reducing the possibility of corrosion of the pier 4 by seawater.

[0063] In an embodiment, in order to avoid the vertical load at the connection between the spliced pipe petals 21 from appearing at the interface between the waterproof floating units 11, the connection between the two adjacent waterproof floating units 11 is arranged staggered with the connection between the two adjacent spliced pipe petals 21, and in specific implementation, the staggered connection can avoid the vertical load at the connection between the spliced pipe petals 21 from appearing at the interface between the waterproof floating units 11, avoiding unstable support.

[0064] The number of the waterproof floating units 11 is less than or equal to the number of the spliced pipe petals 21, or in other words, the number of the spliced pipe petals 21 should be greater than or equal to the number of the waterproof floating units 11, and the number of the spliced pipe petals 21 is at least two, which is feasible in engineering, but is not conducive to the combined stress in outsourcing, and the stress at the shear key is symmetrical on both sides, which is prone to straight shear phenomenon, so three is preferred.

[0065] It should be pointed out that the outer diameter of the widened reinforcing sleeve 2 formed by the plurality of spliced pipe petals 21 is equal to the outer diameter of the floating platform 1 formed by the plurality of waterproof floating units 11; the spliced pipe petals 21 can be made of ultra-high performance concrete (UHPC, Ultra-High Performance Concrete) or steel structure; and the prefabricated spliced pipe petals 21 can shorten the processing period, reduce the amount of work on site, and avoid time-consuming links such as concrete curing and formwork erection in traditional cast-in-place process.

[0066] In one embodiment, such as Figure 7 As shown, a feasible connection structure between the splicing pipe segments 21 is further provided. A gyratory female hook 210 and a gyratory male hook 211 are respectively provided on opposite sides of the splicing pipe segment 21. That is, along the circumferential direction of the pier 4, a gyratory female hook 210 and a gyratory male hook 211 are respectively provided on both sides of the splicing pipe segment 21. Along the height direction of the splicing pipe segment 21, the heights of the gyratory female hook 210 and the gyratory male hook 211 are matched with the height of the splicing pipe segment 21. That is, the two ends of the gyratory female hook 210 and the gyratory male hook 211 are flush with the two ends of the height direction of the splicing pipe segment 21, avoiding any gaps between the gyratory female hook 210 and the gyratory male hook 211. In the case of water entering through a gap; the swivel hook 210 is sealed and hooked to the swivel hook 211 of the adjacent splicing pipe segment 21; in specific connection, the swivel hook 210 is positioned and assembled along the swivel hook 211 of the adjacent splicing pipe segment 21, and the swivel hook 210 and the swivel hook 211 are sealed and connected; therefore, the two splicing pipe segments 21 are connected by the swivel hook, and the connection strength between the two is high. Compared with some existing external connectors, which are prone to rusting and aging in places with corrosive effects such as seawater, the sealing connection structure of the swivel hook in this embodiment is at least partially built-in and does not come into contact with seawater, which can reduce the possibility of rusting and aging.

[0067] In this embodiment, as Figure 7 As shown, a feasible structure for the rotary female hook 210 is further provided. The rotary female hook 210 includes an integrally formed first arc segment 2100, a first straight segment 2101, and a second arc segment 2102 connected in sequence. The thickness of the first arc segment 2100, the first straight segment 2101, and the second arc segment 2102 is less than the thickness of the splicing pipe flap 21. The first arc segment 2100 extends and protrudes from the side of the splicing pipe flap 21, and the surface of the first arc segment 2100 adjacent to the sleeve channel 20 smoothly transitions to the inner surface of the splicing pipe flap 21. The first straight segment 2101 is perpendicular to both the first arc segment 2100 and the second arc segment 2102. The second arc segment 2102 is parallel to the first arc segment 2100 and has a gap for the rotary hook 211 to be inserted. The second arc segment 2102 faces the splicing pipe flap 21 connected to the first arc segment 2100, and there is a gap between the second arc segment 2102 and the splicing pipe flap 21 for the rotary hook 211 to be inserted. There is a gap between the surface of the second arc segment 2102 away from the sleeve channel 20 and the outer surface of the splicing pipe flap 21 for the rotary hook 211 to be inserted. That is, the first arc segment 2100, the first straight segment 2101 and the second arc segment 2102 form a hook-shaped structure and have a gap for the rotary hook 211 to be inserted.

[0068] In this embodiment, as Figure 7As shown, a feasible structure for the gyro hook 211 is further provided. The gyro hook 211 includes an integrally formed third arc segment 2110, a second straight segment 2111, and a fourth arc segment 2112 connected in sequence. The thicknesses of the third arc segment 2110, the second straight segment 2111, and the fourth arc segment 2112 are all less than the thickness of the splicing pipe flap 21. The third arc segment 2110 extends from the opposite side of the splicing pipe flap 21, and the surface of the third arc segment 2110 away from the sleeve channel 20 smoothly transitions to the outer surface of the splicing pipe flap 21. The second straight segment 2111 is perpendicular to both the third arc segment 2110 and the fourth arc segment 2112. Arc segment 2112 is parallel to the third arc segment 2110 and has a gap for the insertion of the gyro hook 210. The fourth arc segment 2112 faces the splicing pipe segment 21 connected to the third arc segment 2110, and there is a gap between the fourth arc segment 2112 and the splicing pipe segment 21 for the insertion of the gyro hook 210. There is a gap between the surface of the fourth arc segment 2112 away from the sleeve channel 20 and the inner surface of the splicing pipe segment 21 for the insertion of the gyro hook 211. That is, the third arc segment 2110, the second straight segment 2111 and the fourth arc segment 2112 form a hook-shaped structure and have a gap for the insertion of the gyro hook 210.

[0069] Based on the above embodiments, in one embodiment, as follows: Figure 7 As shown, a possible sealing connection method between the splicing pipe segments 21 is further provided, wherein a portion of the outer side of the rotary female hook 210 is sealed and bonded to the adjacent splicing pipe segment 21 and a portion of the inner side of the rotary sub-hook 211 of the adjacent splicing pipe segment 21; for example, the outer side of the first straight segment 2101 of the rotary female hook 210 is bonded to the adjacent splicing pipe segment 21, and the surface of the second arc segment 2102 of the rotary female hook 210 away from the sleeve channel 20 is bonded to the surface of the third arc segment 2110 of the rotary sub-hook 211 of the adjacent splicing pipe segment 21 adjacent to the sleeve channel 20.

[0070] Based on the above embodiments, in one possible embodiment, such as Figure 7 As shown, another possible sealing connection method between the splicing pipe segments 21 is further provided, in which a portion of the inner side of the rotary female hook 210 is sealed and bonded to the adjacent splicing pipe segment 21 and a portion of the outer side of the rotary male hook 211 of the adjacent splicing pipe segment 21. For example, the outer side of the second straight segment 2111 of the rotary male hook 211 is bonded to the adjacent splicing pipe segment 21, and the surface of the fourth arc segment 2112 of the rotary male hook 211 away from the sleeve channel 20 is bonded to the surface of the first arc segment 2100 of the rotary male hook 211 of the adjacent splicing pipe segment 21, which is adjacent to the sleeve channel 20.

[0071] Based on the above embodiments, in another possible embodiment, such as Figure 7As shown, another possible sealing connection method between the spliced ​​pipe segments 21 is further provided. A portion of the outer side of the swivel hook 210 is sealed and bonded to the adjacent spliced ​​pipe segment 21 and a portion of the inner side of the swivel hook 211 of the adjacent spliced ​​pipe segment 21, and a portion of the inner side of the swivel hook 210 is sealed and bonded to the adjacent spliced ​​pipe segment 21 and a portion of the outer side of the swivel hook 211 of the adjacent spliced ​​pipe segment 21; for example, the outer side of the first straight section 2101 of the swivel hook 210 is bonded to the adjacent spliced ​​pipe segment 21, and the... The surface of the second arc segment 2102 of the spiral hook 210 away from the casing channel 20 is bonded to the surface of the third arc segment 2110 of the spiral hook 211 of the adjacent splicing pipe 21, which is adjacent to the casing channel 20; the outer side of the second straight segment 2111 of the spiral hook 211 is bonded to the adjacent splicing pipe 21; and the surface of the fourth arc segment 2112 of the spiral hook 211 away from the casing channel 20 is bonded to the surface of the first arc segment 2100 of the spiral hook 211 of the adjacent splicing pipe 21, which is adjacent to the casing channel 20.

[0072] It should be noted that the aforementioned outer surface refers to the surface located on the outside in the clockwise rotation direction, and the aforementioned inner surface refers to the surface located on the inside in the clockwise rotation direction.

[0073] Therefore, after adopting the above-described sealing method between the splicing pipe segments 21, sealant can be applied to the surfaces to be abutted. When the swivel nut hook 210 and the swivel stub hook 211 are hooked together, the sealant can seal the swivel nut hook 210 and the swivel stub hook 211. Therefore, the built-in sealant will not be directly exposed to the external seawater, and the seawater corrosion and aging process is slow, which can effectively prevent seawater from seeping into the outer circumference of the pier 4.

[0074] In one embodiment, such as Figure 2 and Figure 4 As shown, in order to improve the tensile strength between the two spliced ​​pipe segments 21, a post-casting channel 22 is formed between a portion of the inner surface of the swivel hook 210 and a portion of the inner surface of the swivel sub-hook 211 of the adjacent spliced ​​pipe segment 21. The post-casting channel 22 is filled with tensile concrete, which is one or more of ultra-high performance concrete, ultra-high toughness fiber-reinforced cement-based composite material, or high-strength steel fiber concrete. In specific implementation, after the two adjacent spliced ​​pipe segments 21 are connected, the construction personnel fill the post-casting channel 22 with tensile concrete. After the tensile concrete sets, it can improve the tensile structural strength of the two adjacent spliced ​​pipe segments 21.

[0075] In this embodiment, as Figure 4As shown, the first straight section 2101 of the circumvolving female hook 210, the second arc section 2102 of the circumvolving female hook 210, the second straight section 2111 of the circumvolving male hook 211, and the fourth arc section 2112 of the circumvolving female hook 210 enclose a post-cast through groove 22. The post-cast through groove 22 forms a structure shaped like the Chinese character 'zhong'. After filling the post-cast through groove 22 with tensile concrete and allowing it to coagulate, the tensile strength between two adjacent spliced pipe segments 21 is effectively improved.

[0076] It should be noted that the tensile concrete includes but is not limited to ultra-high performance concrete, ultra-high toughness fiber reinforced cementitious composites (ECC, Engineered Cementitious Composites), high-strength steel fiber concrete, and other high-tensile strength concretes.

[0077] In one embodiment, as Figure 8 and Figure 9 shown, in order to improve the shear strength between two spliced pipe segments 21, a plurality of shear members 23 are provided in the post-cast through groove 22. The shear members 23 are one or more of the perforated steel plate shear connectors 23a and the key-tooth shear connectors 23b. In specific implementation, after two adjacent spliced pipe segments 21 are connected, construction workers fill the post-cast through groove 22 with tensile concrete. After the tensile concrete and the shear members 23 coagulate, the shear members 23 can improve the shear structural strength between two adjacent spliced pipe segments 21. Compared with the connection structure without the shear members 23, the simple concrete connection cannot provide good mechanical properties for the widened and reinforced casing 2.

[0078] In this embodiment, as Figure 8 shown, a plurality of key-tooth shear connectors 23b are respectively and uniformly arranged on the inner walls of the first straight section 2101 and the second straight section 2111. The plurality of key-tooth shear connectors 23b are arranged at intervals. The key-tooth shear connector 23b is a shear groove. The newly filled concrete in the rectangular shear groove will form a key-tooth shear connector with the old concrete of the component, and the shear connection is realized through the key-tooth shear connector 23b.

[0079] In this embodiment, as Figure 9 shown, a plurality of perforated steel plate shear connectors 23a are respectively and uniformly arranged on the inner walls of the first straight section 2101 and the second straight section 2111. The plurality of perforated steel plate shear connectors 23a are arranged at intervals. The perforated steel plate shear connector 23a is a T-shaped structure. After the post-cast shear groove is poured with filled concrete, the outwardly extending steel bars of the perforated steel plate shear connector 23a, which is a shear member 23, will play a role in bearing the frictional shear force between the post-cast concrete and the steel structure.

[0080] It should be noted that those skilled in the art can select shear strength structures according to different material combinations. For example, when the spliced ​​pipe segment 21 is made of ultra-high performance concrete, the shear member 23 in the post-cast through groove 22 adopts a key-tooth shear connector 23b; while when the spliced ​​pipe segment 21 is made of ultra-high performance concrete, the shear member 23 in the post-cast through groove 22 adopts a perforated steel plate shear connector 23a.

[0081] As can be seen from the above embodiments, the connection between multiple spliced ​​pipe segments 21 is achieved by using a rotary female hook 210 and a rotary male hook 211. Through the triple connection of waterproof bonding, contact surface friction, and concrete filling of the post-poured shear groove, the overall integrity and structural mechanical properties of the widened and reinforced sleeve 2 are ensured.

[0082] In one embodiment, such as Figure 3 As shown, to prevent the widened and reinforced sleeve 2 from rotating circumferentially after installation, the floating platform 1 is equipped with positioning protrusions, the number of which matches the number of post-cast through grooves 22. When the widened and reinforced sleeve 2 is set on the floating platform 1, the positioning protrusions are inserted into the post-cast through grooves 22. In practice, the construction personnel position one spliced ​​pipe segment 21 against one side of the positioning protrusion, and then position the other spliced ​​pipe segment 21 against the other side of the positioning protrusion, so that the two spliced ​​pipe segments 21 form the post-cast through groove 22. The positioning protrusions are inserted into the post-cast through groove 22. After all the spliced ​​pipe segments 21 are connected, the widened and reinforced sleeve 2 is formed. Therefore, the positioning structure between the installed widened and reinforced sleeve 2 and the floating platform 1 can limit the circumferential rotation of the widened and reinforced sleeve 2 and improve the stability of the structure.

[0083] In one specific embodiment, such as Figure 1 and Figure 2 As shown, a feasible structure for buffer layer 3 is further provided. Buffer layer 3 is a small gap layer between the widened and reinforced sleeve 2 and the original underwater pier 4. This gap layer is filled and reinforced with fillers such as ECC, geopolymer concrete, and rubber concrete, which have good impact resistance, tensile strength and bonding performance.

[0084] This invention also provides a construction method for a modular underwater bridge pier 4 reinforcement device, characterized by the application of the modular underwater bridge pier 4 reinforcement device described in the above embodiments, including the following steps:

[0085] S1. Clean the damaged surface of pier 4 and remove the corrosion layer to the maximum damage depth;

[0086] S2. Set the floating platform 1 on the outer periphery of the pier 4;

[0087] S3. The widened and reinforced sleeve 2 is installed on the floating platform 1, and the widened and reinforced sleeve 2 is also installed on the outer periphery of the pier 4.

[0088] S4. Fill the space between the widened and reinforced sleeve 2 and the pier 4 with buffer material to form a buffer layer 3.

[0089] After the implementation of this embodiment, on the one hand, the bridge pier 4 can be inspected and reinforced on the water surface with high repair efficiency. On the other hand, the widened reinforcement sleeve 2, together with the buffer layer 3, can simultaneously have the advantages of increasing the cross section, external wrapping, and impact resistance. It effectively integrates the advantages of increasing the cross section, FRP reinforcement and external steel plate wrapping. The entire construction process is clear and efficient, reducing the total life cycle cost.

[0090] In one specific embodiment, a further implementation method for step S1 is provided, which is as follows: the surface of the original damaged underwater bridge pier 4 that needs to be reinforced is cleaned, and the corroded and damaged surface is removed by scraping, with the thickness of the removal based on the most severely damaged part.

[0091] In one specific embodiment, a further implementation method for step S2 is provided, which is as follows: after completing the surface treatment, the supporting steel bar 12 is uniformly friction-planted along the outer periphery of the original underwater bridge pier 4, that is, the planting hole is smaller than the diameter of the supporting steel bar 12. After the planting is completed, the waterproof floating unit 11 is inserted into the supporting steel bar 12 respectively, and then the multiple waterproof floating units 11 are glued together to complete the establishment of the floating platform 1.

[0092] In one specific embodiment, a further implementation method for step S3 is provided, which is as follows: the first splicing pipe segment 21 is placed on the floating platform 1 and positioned and assembled by the positioning block on the floating platform 1. The second splicing pipe segment 21 needs to be installed along the swivel female hook 210 or swivel male hook 211 of the previous splicing pipe segment 21. The positioning and assembly are completed by the method of building block assembly. Then, the above steps are repeated to complete the assembly of the subsequent splicing pipe segments 21. After the assembly of the widened and reinforced sleeve 2 is completed, tensile concrete is poured into the post-cast through groove 22 formed between the splicing templates.

[0093] In one specific embodiment, a further implementation method for step S4 is provided, which is as follows: after the post-cast through groove 22 has solidified, a filler with good impact resistance, tensile strength and bonding performance is poured into the space between the pier 4 and the widened and reinforced sleeve 2 to form a buffer layer 3; after completing the above assembly and casting steps, it is only necessary to wait for the filler material in the post-cast shear groove and the buffer reinforcement layer to complete the curing and then the reinforcement is completed.

[0094] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems, devices, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0095] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0096] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

[0097] Finally, it should be noted that in this paper, relational terms such as first and second are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations.

Claims

1. A modular underwater bridge pier reinforcement device, characterized in that, include: A floating platform having a through hole in the platform body that matches the shape of the bridge pier and is used to accommodate the bridge pier; A widened and reinforced sleeve is provided on the floating platform, and the widened and reinforced sleeve has a sleeve channel for accommodating the bridge pier; A buffer layer is provided between the bridge pier and the widened and reinforced sleeve when the bridge pier is located within the sleeve channel, and the buffer layer provides cushioning for the bridge pier.

2. The modular underwater bridge pier reinforcement device according to claim 1, characterized in that, The widened and reinforced sleeve includes multiple spliced ​​pipe segments; Multiple splicing pipe segments are arranged circumferentially around the axis of the through hole of the platform to form the sleeve channel, and any two adjacent splicing pipe segments are sealed to each other.

3. The modular underwater bridge pier reinforcement device according to claim 2, characterized in that, The splicing pipe is provided with a female gyratory hook and a female gyratory hook on opposite sides. Along the height direction of the splicing pipe segment, the height of the gyro hook and the height of the gyro hook are both matched with the height of the splicing pipe segment; The gyrocopter hook is sealed to the gyrocopter hook of the adjacent splicing pipe segment.

4. The modular underwater bridge pier reinforcement device according to claim 3, characterized in that: The outer side of the gyro hook is partially sealed and bonded to the inner side of the adjacent splicing pipe segment and the gyro hook of the adjacent splicing pipe segment. And / or, a portion of the inner side of the gyro hook is sealed and bonded to the outer side of the adjacent splicing pipe segment and the gyro hook of the adjacent splicing pipe segment.

5. The modular underwater bridge pier reinforcement device according to claim 3, characterized in that, A post-cast groove is formed between a portion of the inner surface of the gyro hook and a portion of the inner surface of the gyro hook of the adjacent splicing pipe segment; The post-cast channel is filled with tensile concrete, which is one or more of ultra-high performance concrete, ultra-high toughness fiber-reinforced cementitious composite material, or high-strength steel fiber concrete.

6. The modular underwater bridge pier reinforcement device according to claim 5, characterized in that, The post-cast channel is provided with multiple shear members, which are one or more of the following: perforated steel plate shear connectors and keyed shear connectors.

7. The modular underwater bridge pier reinforcement device according to claim 2, characterized in that, The floating platform includes multiple waterproof floating units and multiple supporting steel bars; Multiple waterproof floating units are arranged circumferentially around the same axis to enclose and form the through hole of the platform, and adjacent waterproof floating units are sealed to each other. Multiple supporting steel bars are arranged around the circumference of the bridge pier, one end of the multiple supporting steel bars is used for installation on the bridge pier, and the other end of the multiple supporting steel bars is connected to each of the waterproof floating units.

8. The modular underwater bridge pier reinforcement device according to claim 7, characterized in that, The connection between two adjacent waterproof floating units is staggered from the connection between two adjacent splicing pipe segments.

9. The modular underwater bridge pier reinforcement device according to claim 7, characterized in that, The waterproof floating unit includes floating concrete blocks and waterproof fabric; The waterproof fabric is wrapped around the outer surface of the floating concrete block; The other end of the supporting steel bar passes through the waterproof fabric in a sealed manner and is sealed to the floating concrete block.

10. A construction method for a modular underwater bridge pier reinforcement device, characterized in that, The modular underwater bridge pier reinforcement device according to any one of claims 1 to 9 includes the following steps: S1. Clean the damaged surface of the bridge pier and remove the corrosion layer to the maximum depth of damage; S2. Fix the floating platform on the outer periphery of the pier; S3. The widened and reinforced sleeve is installed on the floating platform, and the widened and reinforced sleeve is also installed on the outer circumference of the pier. S4. Fill the space between the widened and reinforced sleeve and the bridge pier with a buffer material to form a buffer layer.

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