Prestressed concrete H-shaped sheet pile and construction method

Abstract

The invention discloses a prestressed concrete H-shaped sheet pile and a construction method, and relates to the technical field of hydraulic engineering, the prestressed concrete H-shaped sheet pile comprises an H-shaped sheet pile body integrally formed by two flanges and a web plate, and further comprises prestressed steel bars arranged in the flanges and the web plate in the length direction of the sheet pile body, and the two ends of the sheet pile body are fixedly connected with reinforcing end covers. One face of the reinforcing end cover is connected with the prestressed steel bars, the other face of the reinforcing end cover is symmetrically provided with U-shaped inserting frames and inserting plates connected with the two U-shaped inserting frames, drainage grooves are formed in the two sides of the web, and river side drainage holes and shore side drainage holes communicated with the drainage grooves are formed in the two flanges respectively. U-shaped reinforcing ribs which are vertically distributed are arranged at the joints of the web and the flanges. By means of the prestressed reinforcement network arranged in the flanges and the web and the connection supporting structure of the U-shaped reinforcing ribs with the inclined top faces, the flanges on the shore side are more stable than the flanges on the other side, and the flexural capacity of the sheet pile is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of water conservancy engineering, and specifically provides a prestressed concrete H-shaped sheet pile and a construction method thereof. Background Art

[0002] A revetment is an engineering measure of artificial reinforcement taken on the original coastal slope to defend against the invasion, scouring of waves and water currents, and the action of groundwater, and to maintain the stability of the shoreline. When designing the regulation of river revetments, the construction of utility tunnels, port terminals and other buildings, the revetment piles are mostly connected to each other to form a revetment wall to complete the revetment work.

[0003] The patent publication number of the existing patent application is: CN219527617U, and the publication date is August 15, 2023. The name of this patent is "H-shaped revetment pile". This patent includes prestressed steel bars, stirrups, a main body made of concrete and end plates made of metal. The above-mentioned prestressed steel bars are arranged horizontally, and the stirrups are wrapped and connected to several prestressed steel bars, and the number of stirrups is several. Several stirrups are evenly arranged along the length direction of the prestressed steel bars. The above-mentioned main body wraps the prestressed steel bars and stirrups. The cross-section of the main body is in an H shape. The number of the end plates is at least two. Several end plates are fixedly connected to the ends of the main body and wrap the ends of the main body. There is a reinforcement part near the end of the main body. The arrangement density of the stirrups at the reinforcement part is greater than that at other parts of the main body. This H-shaped revetment pile has high stability.

[0004] The above application has deficiencies. The conventional reinforcement method easily causes stress concentration at the connection part between the flange and the web. Under the action of dynamic water pressure and earth pressure, crack propagation is likely to occur. The end of the sheet pile lacks an effective reinforcement structure, and the impact load during pile driving construction is likely to cause damage to the edge of the flange, affecting the joint tightness. The existing drainage holes of the sheet pile are easily blocked by sediment, resulting in the accumulation of pore water pressure and accelerating the carbonation of concrete, affecting the overall structural stability of the sheet pile wall. Summary of the Invention

[0005] The purpose of the present invention is to provide a prestressed concrete H-shaped sheet pile and a construction method thereof to solve the above deficiencies in the prior art.

[0006] To achieve the above purpose, the present invention provides the following technical solutions: A prestressed concrete H-shaped sheet pile, comprising an H-shaped sheet pile body integrally formed by two flanges and a web, further comprising prestressed steel bars which are arranged in the flanges and the web along the length direction of the sheet pile body, and reinforcing end caps fixedly connected to both ends of the sheet pile body. One side of the reinforcing end cap is connected to the prestressed steel bars, and on the other side, a U-shaped insertion frame and a plug board connecting the two U-shaped insertion frames are symmetrically provided. Drainage grooves are formed on both sides of the web, and river-side drainage holes and bank-side drainage holes communicating with the drainage grooves are respectively formed on the two flanges. A vertically distributed U-shaped reinforcing rib is provided at the connection between the web and the flanges, and the U-shaped reinforcing rib is located between adjacent drainage grooves and has an inclined top.

[0007] Preferably, connecting stirrups and tension stirrups are wound around the prestressed steel bars. The concave parts on both sides of the tension stirrups are located inside the prestressed steel bars in the web, and the connecting stirrups and the tension stirrups are alternately distributed in sequence along the length direction of the sheet pile body.

[0008] Preferably, a pair of U-shaped support plates are fixedly connected to the reinforcing end cap. V-shaped connecting bars bypassing one of the prestressed steel bars in the flange are fixedly connected to both sides of the U-shaped support plate.

[0009] Preferably, a receiving groove for the U-shaped support plate to enter is formed on the sheet pile body. A buffer cushion strip is installed on the top of the U-shaped support plate, and the top of the buffer cushion strip is in contact with the inner top of the receiving groove.

[0010] Preferably, the cross-sectional area of the U-shaped insertion frame is larger than that of the U-shaped support plate, and an inclined insertion surface is provided on the outside of the U-shaped insertion frame.

[0011] Preferably, a transverse connecting bar penetrating the web is installed between the pair of U-shaped support plates, and a through hole for the transverse connecting bar to pass through is horizontally formed on the web.

[0012] Preferably, drainage channels are formed on one side of the two flanges, and a plurality of staggered insertion protrusions are respectively fixedly connected to the other side of the two flanges. The insertion protrusions are engaged with the drainage channels in a matching manner.

[0013] Preferably, the diameter of the inlet end of the bank-side drainage hole is larger than that of the outlet end, and an anti-blocking filter net covering the bank-side drainage hole is installed on one side of one of the flanges.

[0014] Preferably, a plurality of wedge-shaped positioning plates are fixedly connected to both sides of the plug board. The end parts of the prestressed steel bars in the web respectively pass through the corresponding wedge-shaped positioning plates, and a plurality of wedge-shaped positioning plates are all located between the two U-shaped insertion frames.

[0015] The construction method using the above-mentioned prestressed concrete H-shaped sheet pile comprises the following steps: S1. Clear the underground obstacles in the construction area, set out the line based on the outer side line of the apron, set the positioning steel profiles, and insert them to a depth exceeding the elevation of the sheet pile body. S2. Apply the mixed oil to the contact surface at the butt joint of the sheet pile body 1, check the smoothness of the drainage grooves 105 on the web, the drainage holes on the river side and the bank side of the flange, and clean the concrete residues. S3. Use double lifting points for balanced lifting, vertically lower the sheet pile body along the guide rail, adjust the verticality of the pile body through the limit device, and ensure the insertion and alignment with the adjacent sheet piles. S4. Drive the piles by means of hammering, vibration or static pressure method, make the driving pile machine contact with the reinforcement end cap 3 at the top of the sheet pile body, concentrate the pressure received through the U-shaped insertion frame and the insertion plate on the reinforcement end cap, avoid excessive stress on the edge part of the flange, and the U-shaped insertion frame and the insertion plate at the bottom reinforcement end cap of the sheet pile body improve the penetration force of the pile into the soil layer during pile driving. Then, monitor the verticality and plane position of the pile body in real time. When the deviation exceeds the limit, pull out and drive the pile again, and apply horizontal restraint force synchronously to prevent the displacement of the already constructed sheet piles. When the gap between the sheet piles is too large, drive the channel steel to fill. S5. After pile driving, use the low-strain method to detect the integrity of the pile body, and the sampling ratio ≥ 10% and not less than 10 piles, verify the effectiveness of the prestressed steel bar tensioning and the embedding position of the U-shaped stiffeners, and ensure that they are located between adjacent drainage grooves.

[0016] In the above technical solution, through the prestressed steel bar network arranged in the flange and the web, combined with the connection and support structure of the U-shaped stiffeners with inclined top surfaces, the flange on the shore side is more stable than the other flange, improving the flexural bearing capacity of the sheet pile. The combination of the U-shaped insertion frame and the insertion plate on the upper reinforcement end cap makes the impact force during pile driving transfer to the center of the pile body, reducing the peak stress value at the edge part of the sheet pile. At the same time, the combination of the U-shaped insertion frame and the insertion plate on the lower reinforcement end cap can reduce the pile tip penetration resistance due to the soil shear failure effect generated when the sheet pile is subjected to the impact load of the pile driving machine, avoiding excessive wear after the sheet pile is compressed multiple times or continuously. The three-dimensional connection of the drainage holes on the river side, the drainage holes on the bank side and the drainage grooves forms a two-way drainage path, improving the drainage efficiency. At the same time, because the path of the single-sided drainage hole is short, it is not easy to be blocked as a whole.

[0017] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not intended to limit the present disclosure.

[0018] This application document provides an overview of various implementations or examples of the technology described in the present disclosure, and is not a full disclosure of the entire scope or all features of the disclosed technology. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] 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 required for use in the embodiments. Obviously, the drawings described below are only some embodiments recorded in the present invention. For those of ordinary skill in the art, other drawings can also be obtained based on these drawings.

[0020] Figure 1 Schematic diagram of the overall structure of a prestressed concrete H-shaped sheet pile of the present invention; Figure 2 In the present invention Figure 1 Enlarged view of the structure at location A; Figure 3 Bottom view of a prestressed concrete H-shaped sheet pile of the present invention; Figure 4 Schematic diagram of the structure of the sheet pile body in a prestressed concrete H-shaped sheet pile of the present invention; Figure 5 Schematic diagram of the structure of the sheet pile body in a prestressed concrete H-shaped sheet pile of the present invention; Figure 6 Schematic diagram of the connection between the prestressed steel bars and the reinforcement end caps in a prestressed concrete H-shaped sheet pile of the present invention; Figure 7 Schematic diagram of the connection between the prestressed steel bars, the connecting stirrups and the tensioning stirrups in a prestressed concrete H-shaped sheet pile of the present invention; Figure 8 Schematic diagram of the overall structure of the reinforcement end cap in a prestressed concrete H-shaped sheet pile of the present invention.

[0021] Explanation of reference numerals: 1. Sheet pile body; 101. Flange; 102. Web; 103. River-side hydrophobic hole; 104. Shore-side hydrophobic hole; 105. Drainage groove; 106. Through hole; 107. Hydrophobic channel; 108. Insertion protrusion; 2. Prestressed steel bar; 201. Connecting stirrup; 202. Tensioning stirrup; 3. Reinforcement end cap; 301. U-shaped insertion frame; 302. Insertion plate; 303. U-shaped support plate; 304. V-shaped connecting rib; 305. Buffer cushion strip; 306. Inclined insertion surface; 307. Wedge-shaped positioning plate; 4. U-shaped reinforcement rib; 5. Accommodation groove; 6. Transverse connecting rib; 7. Anti-blocking filter screen. Detailed implementation manners

[0022] To make the objectives, technical solutions, and advantages of the embodiments of the present disclosure clearer, the following will clearly and completely describe the technical solutions of the embodiments of the present disclosure with reference to the accompanying drawings of the embodiments of the present disclosure. Obviously, the described embodiments are part of the embodiments of the present disclosure, rather than all of the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the described embodiments of the present disclosure without creative efforts fall within the scope of protection of the present disclosure.

[0023] Please refer to Figures 1-8 , a prestressed concrete H-shaped sheet pile provided by an embodiment of the present invention includes an H-shaped sheet pile body 1 integrally formed by two flanges 101 and a web 102, and further includes prestressed steel bars 2 disposed in the flanges 101 and the web 102 along the length direction of the sheet pile body 1. Reinforcing end caps 3 are fixedly connected to both ends of the sheet pile body 1. One side of the reinforcing end cap 3 is connected to the prestressed steel bar 2, and U-shaped plug-in frames 301 and a plug plate 302 connecting the two U-shaped plug-in frames 301 are symmetrically provided on the other side. Drainage grooves 105 are formed on both sides of the web 102, and river-side drainage holes 103 and bank-side drainage holes 104 communicating with the drainage grooves 105 are respectively formed on the two flanges 101. A vertically distributed U-shaped reinforcing rib 4 is provided at the connection between the web 102 and the flanges 101. The U-shaped reinforcing rib 4 is located between adjacent drainage grooves 105 and has an inclined top.

[0024] Specifically, first, the sheet pile body 1 is processed and formed. The forming adopts a precast concrete casting process to form an H-shaped cross-section structure. Trapezoidal grooves are formed at the intersections of the two flanges 101 and the web 102. The pretensioning construction technology is adopted. Multiple prestressed steel bars 2 are arranged inside the flange 101, and multiple prestressed steel bars 2 are arranged on both sides of the center line of the web 102 to form a three-dimensional prestressed network. The anchoring end extends into the reinforcement end cap 3. After the concrete hardens, the prestressed steel bars 2 are tensioned and locked through the reinforcement end cap 3, so that the flange 101 generates precompressive stress, effectively resisting the bending deformation of the sheet pile under the soil retaining condition. The reinforcement end cap 3 is formed by welding steel plates. The U-shaped insertion frame 301 is formed by bending thick steel plates, and the opening of the U-shaped insertion frame 301 gradually increases outward to fit the trapezoidal groove. The trapezoidal cross-section design is adopted and welded with the reinforcement end cap 3 to form a triangular support. Drainage grooves 105 opened on both sides of the web 102 are respectively connected to the shore-side drainage holes 104 and the river-side drainage holes 103. The top surface of the U-shaped reinforcement 4 is inclined, and its top points to the shore side. Through the adjustment of the height of the concrete compression zone, a rigid triangular zone is formed on the shore-side flange 101, improving the flexural bearing capacity. During the pile driving impact, the included angle of the U-shaped insertion frame 301 decomposes the edge impact force, so that the impact force acts on the middle parts of the web 102 and the flange 101, ensuring that the edge parts are not easily damaged. At the same time, the river-side drainage hole 103 is located in the flange 101 close to the river, and the shore-side drainage hole 104 is located in the flange 101 close to the shore. At high tide, the river water is discharged through the river-side drainage hole 103, the drainage groove 105 and the river-side drainage hole 103. At low tide, the drainage is reversed. The accumulated water in the shore soil layer is discharged through the shore-side drainage hole 104, the drainage groove 105 and the river-side drainage hole 103. The path length of the single-side drainage hole can be controlled within the spacing length between the outside of the flange 101 and the drainage groove 105, which is shorter than the traditional through-type drainage path, and the clogging period is extended, making it easier to wash away the blockage under the impact of water flow. At the same time, the shore-side drainage hole 104 and the river-side drainage hole 103 are connected through the drainage groove 105 located on the web 102, so that the middle part of the entire water flow drainage system has an open entrance and exit, making the water flow discharge more flexible. The U-shaped insertion frame 301 of the lower end cap generates shear force when penetrating the coating, causing the soil around the pile to crack first, and reducing the end resistance through the soil unloading effect, which can not only effectively inhibit the crushing of the end concrete, but also improve the efficiency of pile driving.

[0025] Compared with the prior art, the embodiment of the present invention makes the flange 101 on the shore side more stable than the flange 101 on the other side by combining the connection support structure of the U-shaped reinforcement rib 4 with an inclined top surface, thereby improving the bending bearing capacity of the sheet pile. The U-shaped plug-in frame 301 on the upper reinforcement end cover 3 is combined with the plug plate 302, so that the impact force during pile sinking is transmitted to the center of the pile body, so that the stress peak value of the edge part of the sheet pile is reduced. At the same time, the U-shaped plug-in frame 301 on the lower reinforcement end cover 3 is combined with the plug plate 302. When the sheet pile is subjected to the impact load of the pile driver, the shear failure effect of the soil body generated can reduce the penetration resistance of the pile end, and avoid excessive wear of the sheet pile after repeated or continuous pressure. The river side drainage hole 103, the bank side drainage hole 104 and the drainage groove 105 are three-dimensionally connected to form a two-way drainage path, which improves the drainage efficiency. At the same time, due to the short path of the single-side drainage hole, it is not easy to be blocked as a whole.

[0026] In a further embodiment of the present invention, a connecting stirrup 201 and a pulling stirrup 202 are arranged around the prestressed steel bar 2, and the depressions on both sides of the pulling stirrup 202 are located on the inner side of the prestressed steel bar 2 in the web 102. The connecting stirrup 201 and the pulling stirrup 202 are alternately distributed in sequence along the length direction of the sheet pile body 1. Specifically, the pulling stirrup 202 and the connecting stirrup 201 are bent to form a deep U-shaped depression groove in the web 102 section, so that the gap between it and the prestressed steel bar 2 becomes smaller, and the depression groove on the pulling stirrup 202 The depth is greater than the depth of the recessed groove on the connecting stirrup 201. The double stirrup system realizes multi-level constraint through mechanical complementarity. The connecting stirrup 201 suppresses the lateral vibration displacement of the steel bar bundle through multi-point elastic constraint to ensure the prestress transmission efficiency. The U-shaped recessed area of ​​the pulling stirrup 202 generates lateral pulling force in the tensioning stage. The two are alternately distributed to form multi-directional constraints. When subjected to impact loads, the pulling stirrup 202 and the connecting stirrup 201 cooperate with each other to maintain overall stability to avoid excessive cracks after long-term use.

[0027] In a further embodiment of the present invention, a pair of U-shaped support plates 303 are fixedly connected to the reinforcement end cover 3, and V-shaped connecting ribs 304 that bypass one of the prestressed steel bars 2 in the flange 101 are fixedly connected on both sides of the U-shaped support plate 303. The V-shaped connecting ribs 304 bypass the outermost prestressed steel bars 2 in the flange 101. Specifically, when the reinforcement end cover 3 and the sheet pile body 1 are completely fixed together, the U-shaped support plate 303 on the reinforcement end cover 3 is also completely inserted into the sheet pile body 1. The V-shaped connecting ribs 304 pre-embedded in the sheet pile body 1 can not only enhance the reliability of the connection between the reinforcement end cover and the sheet pile body 1, but also avoid bending of the pile end during pile sinking by limiting the prestressed steel bars 2 on the flange 101, thereby ensuring that adjacent sheet piles can be quickly connected.

[0028] In a further embodiment of the present invention, a receiving groove 5 for the U-shaped support plate 303 to enter is provided on the sheet pile body 1. A buffer cushion strip 305 is installed on the top of the U-shaped support plate 303, and the top of the buffer cushion strip 305 is in contact with the top inner wall of the receiving groove 5. Specifically, when the U-shaped support plate 303 is completely inside the receiving groove 5, the U-shaped support plate 303 is in a hidden state. The depth of the receiving groove 5 is equal to the thickness of the U-shaped cushion plate, which can avoid increasing the sinking resistance of the U-shaped support plate 303 during the pile sinking process, and can use the buffer cushion strip 305 to reduce the acting force generated during the pile sinking process, so that the U-shaped support plate 303 maintains a relatively fixed position on the sheet pile body 1. Furthermore, the reinforcement end cover 3 is limited and locked by a pair of U-shaped support plates 303, making it easy to control the insertion perpendicularity during the pile sinking process.

[0029] In a further embodiment of the present invention, the cross-sectional area of the U-shaped plug-in frame 301 is larger than the cross-sectional area of the U-shaped support plate 303, and an inclined plug-in surface 306 is provided on the outside of the U-shaped plug-in frame 301. Specifically, during pile sinking impact, the horizontal plane of the U-shaped plug-in frame 301 first bears the vertical pressure, and then the impact force is decomposed through the inclined plug-in surface 306, allowing these decomposed acting forces to spread to the edge part of the flange 101, reducing the local peak stress of the edge part. Another part of the impact force is buffered and absorbed by the U-shaped support plate 303 and the cushion strip. The inclined plug-in surface 306 on the U-shaped plug-in frame 301 enables the reinforcement end cover 3 at the bottom of the sheet pile body 1 to be inserted into the soil layer more quickly.

[0030] In a further embodiment of the present invention, a transverse connecting rib 6 passing through the web 102 is installed between a pair of U-shaped support plates 303. A through hole 106 for the transverse connecting rib 6 to pass through is horizontally provided on the web 102. After the transverse connecting rib 6 passes through the through hole 106, both ends are connected to the U-shaped support plate 303 by locking nuts. Specifically, the transverse connecting rib 6 forms a space truss effect. During pile sinking impact, the vertical load is converted into transverse tensile stress through the U-shaped support plate 303. The prestressed system of the transverse connecting rib 6 connects the two side support plates into an integral framework, expanding the stress distribution area, controlling the crack width in the U-shaped support plate 303 area within a suitable range, ensuring the structural strength of the upper and lower ends of the sheet pile body 1, and thus improving the overall stiffness.

[0031] In a further embodiment of the present invention, a hydrophobic channel 107 is provided on one side of the two flanges 101, and a plurality of mutually staggered plug-in protrusions 108 are fixedly connected to the other sides of the two flanges 101, the plug-in protrusions 108 and the hydrophobic channels 107 cooperate and engage with each other, and the bottom of the plug-in protrusions 108 has an inclined surface. Specifically, when the sheet piles are spliced, the plug-in protrusions 108 on one sheet pile body 1 form a three-dimensional bite system with the hydrophobic channels 107 on the adjacent sheet pile body 1. When the sheet pile body 1 sinks, the wedging action of the plug-in inclined surface of the plug-in protrusion 108 in the vertical direction generates oblique compressive stress, thereby reducing the gap in the joint. In the horizontal direction, the front and rear plug-in protrusions 108 are staggered to form a maze-like drainage path, thereby preventing water flow from directly impacting the inner side of the flange 101, reducing the shaking amplitude of the sheet pile body 1, and improving the bending moment bearing capacity of the docking area.

[0032] In a further embodiment of the present invention, the diameter of the inlet end of the shore side drain hole 104 is larger than that of the outlet end, and an anti-blocking filter screen 7 is installed on one side of one of the flanges 101 to block the shore side drain hole 104. Specifically, the shore side drain hole 104 adopts a variable diameter structure, and the diameter of the inlet end is larger than the diameter of the outlet end to form a tapered channel. The large diameter of the inlet end of the shore side drain hole 104 can reduce water flow resistance and reduce the probability of debris getting stuck. The reduced diameter of the outlet end increases the flow rate, and the water flow is used to flush the channel to prevent sediment deposition. The anti-blocking filter screen 7 is embedded in the side of the flange 101 close to the shore. The anti-blocking filter screen 7 performs a primary filtration on the inlet water to intercept large-sized debris such as leaves and plastic fragments. By combining the shore side drain hole 104 and the filter screen on the flange 101 close to the shore, the risk of clogging by debris is reduced while maintaining drainage efficiency.

[0033] In a further embodiment of the present invention, a plurality of wedge-shaped positioning plates 307 are fixedly connected to both sides of the insertion plate 302. The end portions of the prestressed steel bars 2 in the web 102 respectively pass through the corresponding wedge-shaped positioning plates 307, and a plurality of wedge-shaped positioning plates 307 are all located between the two U-shaped insertion frames 301. Specifically, when the cutting-in inclined surface of the wedge-shaped positioning plate 307 contacts the soil, a guiding component force is generated to form a spatial positioning reference, which can control the offset of the sheet pile. Each uniformly distributed wedge-shaped positioning plate 307 cuts into the soil layer synchronously during the pile driving process. After the prestressed steel bar 2 passes through the guiding hole of the wedge-shaped positioning plate 307, a multi-point constraint is formed. This constraint system greatly improves the amplitude attenuation rate of the prestressed steel bar 2 under the vibration condition of pile driving, and avoids the risk of the separation between the steel bar and the concrete. The cutting-in inclined surface of the wedge-shaped positioning plate 307 and the inclined insertion surface 306 of the U-shaped insertion frame 301 decompose the pile driving impact energy into: the vertical kinetic energy is converted into the penetration potential energy of the sheet pile, part of the horizontal vibration wave is dissipated through the rigid structure composed of the insertion plate 302 and the U-shaped insertion frame 301, and part of the soil compression deformation energy is absorbed by the stepped distribution structure of the positioning plate in a graded manner. The structural combination of the pair of U-shaped insertion frames 301 on the reinforcement end cap 3 and the insertion plate 302 between the pair of U-shaped insertion frames 301 reduces the energy loss during the pile driving process, speeds up the pile driving speed in the dense sand layer, and can reduce the inclination angle of the sheet pile body 1 during pile driving.

[0034] The construction method of a prestressed concrete H-shaped sheet pile described above includes the following steps: S1. Remove the underground obstacles in the construction area, set out the position with the outer side line of the apron as the reference, set the positioning steel, and insert it to a depth exceeding the elevation of the sheet pile body 1 by 1 - 2m; S2. Apply the mixed oil to the contact surface of the hydrophobic channel 107 and the insertion protrusion 108 at the butt joint of the sheet pile body 1, check the smoothness of the hydrophobic groove 105 in the web 102, the river-side hydrophobic holes 103 and the shore-side hydrophobic holes 104 in the flange 101, and clean the concrete residue; S3. Use double lifting points for balanced lifting, vertically lower the sheet pile body 1 along the guide rail, and adjust the verticality of the pile body through the external limit device to ensure the insertion alignment with the adjacent sheet piles; S4. Use the pile driving method of hammering, vibration or static pressure, making the pile driver contact with the reinforcement end cap 3 at the top of the sheet pile body 1. Concentrate the pressure received through the U-shaped socket 301 and the socket plate 302 on the reinforcement end cap 3 to avoid excessive stress on the edge of the flange 101. The U-shaped socket 301 and the socket plate 302 of the reinforcement end cap 3 at the bottom of the sheet pile body 1 can improve the penetration of the soil layer during pile driving. Then, monitor the verticality and plane position of the pile body in real time. When the deviation exceeds the limit, pull out the pile and drive it again, and apply horizontal restraint force synchronously to prevent the displacement of the constructed sheet piles. The inclination should not exceed 1%, and the turning angle in the turning section should not be greater than 3°. When the gap between the sheet piles is too large, drive additional channel steels. The allowable gap width between the sheet piles is 2.5 cm. If it exceeds the allowable value, additional channel steels should be driven. For a gap width between 25 and 80 mm, 16# channel steel (web thickness 6.5 mm) is driven. For a gap width between 80 and 120 mm, 20# channel steel (web thickness 7.0 mm) is driven. The inner and outer surfaces of the channel steel are sprayed with anti-corrosion silver gray paint. If the gap width exceeds 120 mm, additional columns should be added; S5. After pile driving, use the low-strain method to detect the integrity of the pile body. The sampling ratio is ≥10% and not less than 10 piles to verify the effectiveness of the prestressed steel bar 2 tensioning and the embedding position of the U-shaped stiffener 4 to ensure that it is located between adjacent drainage grooves 105.

[0035] Only some exemplary embodiments of the present invention are described by way of illustration. Undoubtedly, for those of ordinary skill in the art, without departing from the spirit and scope of the present invention, the described embodiments can be modified in various different ways. Therefore, the above drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A prestressed concrete H-type sheet pile, comprising an H-type sheet pile body (1) formed integrally of two flanges (101) and a web (102), characterized in that: Also includes: Prestressed steel bars (2) are arranged in the flange (101) and the web (102) along the length direction of the sheet pile body (1); Both ends of the sheet pile body (1) are fixedly connected with reinforcement end covers (3), one side of the reinforcement end cover (3) is connected to the prestressed steel bar (2), and the other side is symmetrically provided with a U-shaped plug-in frame (301) and a plug-in plate (302) connecting the two U-shaped plug-in frames (301); Drain grooves (105) are provided on both sides of the web (102); river-side drainage holes (103) and bank-side drainage holes (104) connected to the drainage grooves (105) are respectively provided on the two flanges (101); vertically distributed U-shaped reinforcement ribs (4) are provided at the connection between the web (102) and the flange (101); the U-shaped reinforcement ribs (4) are located between adjacent drainage grooves (105) and have inclined top surfaces.

2. A prestressed concrete H-type sheet pile according to claim 1, characterized in that: The prestressed steel bar (2) is provided with connecting stirrups (201) and pulling stirrups (202) around its outer surface, the depressions on both sides of the pulling stirrups (202) being located inside the prestressed steel bar (2) in the web (102), and the connecting stirrups (201) and the pulling stirrups (202) being distributed alternately in sequence along the length direction of the sheet pile body (1).

3. The prestressed concrete H-type sheet pile according to claim 1, characterized in that: A pair of U-shaped support plates (303) are fixedly connected to the reinforcement end cover (3), and V-shaped connecting bars (304) that bypass one of the prestressed steel bars (2) in the flange (101) are fixedly connected to both sides of the U-shaped support plates (303).

4. A prestressed concrete H-type sheet pile according to claim 3, characterized in that: The sheet pile body (1) is provided with a receiving groove (5) for the U-shaped support plate (303) to enter, and a buffer pad strip (305) is installed on the top of the U-shaped support plate (303), and the top of the buffer pad strip (305) is in contact with the top of the inner wall of the receiving groove (5).

5. The prestressed concrete H-type sheet pile according to claim 3, characterized in that: The cross-sectional area of ​​the U-shaped plug-in frame (301) is greater than the cross-sectional area of ​​the U-shaped support plate (303), and an inclined plug-in surface (306) is provided on the outside of the U-shaped plug-in frame (301).

6. The prestressed concrete H-type sheet pile according to claim 3, characterized in that: A transverse connecting rib (6) penetrating the web (102) is installed between the pair of U-shaped support plates (303), and a through hole (106) for the transverse connecting rib (6) to pass through is horizontally opened on the web (102).

7. The prestressed concrete H-type sheet pile according to claim 1, characterized in that: A hydrophobic channel (107) is provided on one side of the two flanges (101), and a plurality of mutually staggered plug-in protrusions (108) are fixedly connected to the other sides of the two flanges (101), and the plug-in protrusions (108) and the hydrophobic channel (107) are mutually engaged and snap-fitted.

8. The prestressed concrete H-type sheet pile according to claim 1, characterized in that: The diameter of the inlet end of the bank-side drainage hole (104) is larger than that of the outlet end, and an anti-blocking filter screen (7) is installed on one side of one flange (101) to block the bank-side drainage hole (104).

9. The prestressed concrete H-type sheet pile according to claim 1, characterized in that: A plurality of wedge-shaped positioning plates (307) are fixedly connected to both sides of the plug plate (302), the ends of each prestressed steel bar (2) in the web (102) pass through a corresponding wedge-shaped positioning plate (307), and the plurality of wedge-shaped positioning plates (307) are located between the two U-shaped plug-in frames (301).

10. A construction method using a prestressed concrete H-type sheet pile according to any one of claims 1 to 9, characterized in that: The steps include: S1. Clear the underground obstacles in the construction area, set out the plan based on the outer edge of the guardrail, and install the positioning steel, with the insertion depth exceeding the elevation of the sheet pile body (1); S2. Apply mixed oil to the contact surface of the sheet pile body (1) at the joint, check the patency of the drainage groove (105) of the web (102), the river-side drainage hole (103) in the flange (101), and the bank-side drainage hole (104), and clean the concrete residue; S3, using double lifting points for balanced lifting, vertically lowering the sheet pile body (1) along the guide rail, and adjusting the verticality of the pile body through the limit device to ensure that it is aligned with the adjacent sheet pile; S4, using hammering, vibration or static pressure method to sink piles, so that the pile driver and the reinforcement end cover (3) at the top of the sheet pile body (1) are in contact, and the pressure is concentrated by the U-shaped plug-in frame (301) and the plug-in plate (302) on the reinforcement end cover (3) to avoid excessive force on the edge of the flange (101). The U-shaped plug-in frame (301) and the plug-in plate (302) at the bottom of the sheet pile body (1) enhance the penetration force into the soil layer during pile driving. Then, the verticality and plane position of the pile body are monitored in real time. When the deviation exceeds the limit, the pile body is lifted and re-driven. At the same time, horizontal restraining force is applied to prevent the displacement of the constructed sheet piles. When the gaps between the sheet piles are too large, channel steel is added. S5. After the pile is sunk, the low strain method is used to detect the integrity of the pile body, verify the effectiveness of the tensioning of the prestressed steel bars (2) and the embedded position of the U-shaped reinforcement bars (4), and ensure that they are located between adjacent drainage grooves (105).

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