Underground Reinforced Concrete Wall Dike Erosion Prevention Structure and Its Construction Method

Abstract

The present invention relates to an anti-scouring structure of a dike made of underground reinforced concrete walls and its construction method. Both main walls are diaphragm walls, and a number of tie walls are distributed between them. The steel reinforcement cages in the main walls and the tie walls adopt T-shaped steel reinforcement cages. The T-shaped steel reinforcement cage includes a main steel reinforcement cage located in one side of the main wall and a row-inserted steel reinforcement cage located in the tie wall. The row-inserted steel reinforcement cages of two T-shaped steel reinforcement cages in the same tie wall are connected through row-insert joints. The row-insert joints are provided with steel mesh sheets for lapping and grout stop plates. A unified capping beam is provided at the top of the two main walls. During construction, a number of T-shaped unit trench sections are divided. In two unit trench sections related to the same tie wall, after the construction of the first-opened trench section is completed, the construction of the closed trench section is implemented. After the construction of the two main walls is completed, the capping beam construction is carried out. The present invention firmly connects two diaphragm walls into one body through the top capping beam and the middle tie wall, greatly improving the strength of the diaphragm wall.

Description

Technical Field

[0001] The present invention relates to an anti - scouring structure of an underground reinforced concrete wall dike and a construction method thereof. Background Art

[0002] Existing dike structures include various forms such as earth dikes, stone dikes, concrete dikes, and reinforced concrete dikes. Among them, earth dikes are mainly formed by compacting earth materials in layers. It is a relatively traditional and widely used dike form, with convenient material collection, and nearby clay, sand and other earth materials can be used locally; the construction is relatively simple, but the anti - scouring ability is relatively weak, and generally protective measures need to be taken on the water - facing slope, such as laying geotextiles, masonry, etc. Stone dikes are built with block stones or strip stones. They have good anti - scouring ability and stability, and are often used in river sections with relatively fast water flow velocity and strong scouring action; however, the cost of stone mining, transportation and masonry is relatively high, and the construction progress may be slow. Concrete dikes are formed by pouring concrete, which can be poured integrally or precast concrete blocks can be spliced. They have high strength, good anti - scouring and anti - seepage performance, and can effectively resist flood impact; however, the cost is high, and the concrete construction has high requirements for formwork, equipment, etc., and the construction process is relatively complex. Reinforced concrete dikes are configured with steel bars on the basis of concrete dikes to form a reinforced concrete structure. They have higher strength and bearing capacity, and can adapt to greater loads and more complex stress conditions, such as when a traffic road needs to be built on the dike top or large flood control equipment needs to be placed; however, the cost is also higher, the construction difficulty is greater, and links such as steel bar binding and concrete pouring and vibration need to be considered. These dike structures all play an effective dike role within their respective applicable ranges. However, these dike structures all have certain limitations, and it is necessary to develop a more firm and reliable dike structure. On the other hand, diaphragm walls have good anti - seepage, soil retaining and foundation stability functions and are applied in dike structures. Currently, most diaphragm walls are of straight - line structure or L - shaped structure, and there is no intersection of multiple walls in the wall body. Summary of the Invention

[0003] The object of the present invention is to construct a firm and reliable dike structure.

[0004] The technical solution of the present invention is: an underground reinforced concrete wall embankment anti-scouring structure is provided with a main wall, the main wall is an underground continuous wall, the number of the main walls is two, the two main walls are parallel to each other, a number of tie walls are distributed between the two main walls, the steel cages in the main walls and the tie walls adopt T-shaped steel cages, the T-shaped steel cages include a main steel cage located in the main wall on one side and a row steel cage located in the tie wall, the row steel cages of the two T-shaped steel cages located in the same tie wall are connected by a row joint, and together constitute the steel bars in the tie wall, the row joint includes an I-beam, The I-beam is arranged vertically, and its two wing plates (or flange plates) are parallel to the wall surface of the tie wall. A steel mesh is provided on each transverse side of the wing plate, and the steel mesh extends laterally from the corresponding side of the wing plate and is overlapped on the outer side of the row of T-shaped steel cages (located on) the corresponding side. The row of T-shaped steel cages is provided with a plug-in part, and the plug-in part is inserted between the two wing plates of the I-beam of the corresponding row of joints and the two steel meshes extending from the two wing plates respectively. A unified crown beam is provided on the top of the two main walls, and the bottoms on both sides of the crown beam are respectively consolidated with the top surfaces of the corresponding main walls on each side.

[0005] The upper end of the longitudinal reinforcement of the main wall extends out of the crown beam and is consolidated in the concrete of the crown beam. During construction, the longitudinal reinforcement of the main wall can be configured and arranged according to this requirement.

[0006] The underground continuous wall is a reinforced concrete structure.

[0007] At least a portion of the tie wall is a reinforced concrete structure, and may or may not be provided with a plain concrete structure.

[0008] The tie wall is perpendicular to the two main walls connected to it (the parts of the main walls connected to the tie wall).

[0009] Furthermore, the steel mesh is provided with a plurality of transverse reinforcements (horizontal reinforcements) distributed vertically, and may or may not be provided with longitudinal reinforcements (longitudinal / vertical reinforcements) that cross-connect with the transverse reinforcements to form a mesh structure. In the absence of longitudinal reinforcements that cross-connect with the transverse reinforcements to form a mesh structure, one or more vertical (longitudinal) or diagonal (non-parallel to the transverse or longitudinal) extensions can be provided to securely connect the transverse reinforcements into a single unit, facilitating on-site work.

[0010] Preferably, the inner ends of the steel mesh (eg, the inner ends of each transverse reinforcement) are welded to the outer sides of the corresponding wing plates.

[0011] Typically, the specifications and spacing of the transverse bars on the steel mesh are consistent with the specifications and spacing of the transverse bars on the T-shaped steel cage.

[0012] Preferably, slurry stop sheets (or slurry stop plates) are provided on both wing plates of the I-beam. The slurry stop sheets extend at least from one side (the lateral side) of the wing plate (laterally), and can also extend from both sides for convenient on-site operation.

[0013] The slurry stop sheets are rectangular and should have appropriate flexibility to be able to stick to the groove wall under the pressure of the injected concrete. For example, the slurry stop sheets can be thin iron sheets in a rectangular shape.

[0014] Furthermore, the main reinforcement cage and the inserted reinforcement cage of the T-shaped reinforcement cage are both in a rectangular cage shape to adapt to the wall (the main wall or the tie wall).

[0015] Preferably, the width of the insertion part of the inserted reinforcement cage is smaller than the width of the main part of the inserted reinforcement cage, and a transition section with a gradually decreasing width is provided between the main part and the insertion part of the inserted reinforcement cage.

[0016] Preferably, the two ends (the lateral two ends / the two ends in the length direction of the main wall) of the main reinforcement cage of the T-shaped reinforcement cage are respectively in a concave shape on the vertical surface (a concave shape throughout the entire vertical surface of the end) and a convex shape on the vertical surface (a convex shape throughout the entire vertical surface of the end), which can be respectively called the concave end or the convex end.

[0017] Preferably, both the concave shape on the vertical surface and the convex shape on the vertical surface are in a folded surface shape with the edge in the middle, and the angles can usually be equal or similar to achieve the socket-type soft connection of the two ends of adjacent main reinforcement cages.

[0018] For any construction method of the anti-scour structure of the underground reinforced concrete wall dike disclosed by the present invention, the main wall and the tie wall are grooved and concreted together. During the grooving process, several T-shaped unit trench sections are divided. The trenches for concreting the same tie wall belong to two opposite T-shaped trench sections, and one is the first-opened trench section (the first-opened trench section among the two opposite T-shaped trench sections), and the other is the closed trench section (the closed trench section among the two opposite T-shaped trench sections). Among the two opposite T-shaped trench sections related to the same tie wall, first excavate the first-opened trench section. After the grooving is completed, lift and place the T-shaped steel cage and the inserted joint together into the trench. The inserted part of the inserted steel cage is inserted between the corresponding side wing plates (the wing plates of the I-beam) and the two steel mesh sheets respectively extending from the two wing plates. Lift and place the joint box into the trench on the outer side (the side away from the T-shaped steel cage) of the inserted joint. The joint box (the main body part / inserted part of the joint box) is inserted between the corresponding side wing plates (the wing plates of the I-beam) and the two steel mesh sheets respectively extending from the two wing plates. The inner end of the joint box (the end of the web plate of the I-beam facing the inserted joint) abuts against the web plate (or called the web) of the I-beam. Lift and place the joint pipe to the concave end side (the trench inside the outer side of the concave end) of the main steel cage of the T-shaped steel cage. The inner side of the joint pipe is located in the vertical concave shape at this end of the main steel cage. Fill the slot gap outside the joint box (the gap between the outer end face of the joint box and the trench wall), fill the slot gap outside the joint pipe (the gap between the outer side face of the joint pipe and the trench wall), and pour concrete. After the construction of the first-opened trench section is completed, excavate the closed trench section. After the grooving is completed, jack out the joint box, lift and place the T-shaped steel cage into the trench, lift and place the joint pipe to the concave end side (the trench on the concave end side) of the main steel cage of the T-shaped steel cage. The inner side (the side facing the main steel cage) of the joint pipe is located in the vertical concave shape at this end of the main steel cage. Fill the slot gap outside the joint pipe and pour concrete. After the construction of the two main walls is completed, carry out the casting of the capping beam.

[0019] Preferably, in the case where the slurry stop sheet is provided on only one side (the transverse side) of the inserted joint, the T-shaped steel cage on this side faces the first-opened trench section.

[0020] Before lifting and placing the T-shaped steel cage, if it is related to the connection with the completed trench section of the same main wall, pull out the joint pipe on the adjacent side of the completed trench section (if any).

[0021] The trench cleaning should be carried out according to actual needs.

[0022] The slurry should be injected, and the slurry circulation and replenishment should be carried out according to actual needs.

[0023] According to actual needs, the guide wall should be set up before the grooving construction.

[0024] The beneficial effects of the present invention are as follows: Since two diaphragm walls are provided as the main walls of the anti-scour wall, and the two diaphragm walls are firmly connected into one body through the top capping beam and the middle tie wall, the strength of the diaphragm wall is greatly improved. Since the erected I-beam is used as the main body of the socket joint, and the steel mesh sheets extending to both sides are respectively arranged on the two wing plates, the connection between the socket ends of the two T-shaped steel cages on both sides and the socket joint can be realized through the socket connection method. The steel mesh sheets extending from the joint overlap on the outer side of the corresponding side steel cage, meeting the requirements of the main reinforcement lap length and realizing the reliable connection between the steel cage and the joint. Since the grout stop sheets are arranged on the outer side of the steel mesh sheets on at least one side of the socket joint, with the side of the socket joint provided with the grout stop sheet facing the steel cage in the first grooving section, during pouring, the injected concrete pushes the grout stop sheet towards the groove wall, blocking the corresponding bypass channels of the concrete, effectively avoiding the bypass phenomenon and ensuring the construction quality. Since the T-shaped groove section is adopted, the connection of the two T-shaped steel cages in the middle of the tie wall is realized through the socket joint. Thus, not only the tying and supporting effects of the tie wall on the main walls on both sides are ensured, but also the grooving and pouring operations of the I-shaped diaphragm wall are greatly facilitated, contributing to improving the construction efficiency and ensuring the project quality. Since the longitudinal bars on the main wall extend into the capping beam, the connection strength between the capping beam and the main wall is enhanced, further improving the stability. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 is a side view (section) structural schematic diagram of the anti-scour wall related to the present invention;

[0026] Figure 2 is a schematic diagram of the unit groove section division and construction sequence of the grooving construction of the anti-scour wall related to the present invention;

[0027] Figure 3 is a three-dimensional schematic diagram of the connection structure of the steel cage inside the I-shaped unit of the anti-scour wall related to the present invention;

[0028] Figure 4 is a side view schematic diagram of the connection structure of the steel cage inside the I-shaped unit of the anti-scour wall related to the present invention;

[0029] Figure 5 is a top view schematic diagram of the connection structure of the steel cage inside the I-shaped unit of the anti-scour wall related to the present invention;

[0030] Figure 6 is a top view schematic diagram of the socket joint related to the present invention;

[0031] Figure 7 is a top view schematic diagram of the T-shaped steel cage related to the present invention;

[0032] Figure 8 is a construction flow chart related to the present invention.

[0033] Identifications in the figure: 11. Main wall; 12. Tie wall; 20. Socket joint; 22. Web plate of I-beam; 23. Flange of I-beam; 25. Steel mesh for lapping on the socket joint; 27. Grout stop plate; 28. Reinforcing bar for fixing the grout stop plate; 30. T-shaped steel reinforcement cage; 31. Main body steel reinforcement cage; 32. Truss; 33. Concave end; 34. Convex end; 36. Socket steel reinforcement cage; 37. Socket part; 40. Capping beam. Detailed implementation mode

[0034] See Figures 1 - 8 , the underground erosion control wall is arranged at the toe of the dike. The main wall 11 of the erosion control wall is two diaphragm walls arranged in parallel. The two main walls are connected into one body by the capping beam 40 and several tie walls 12 to form a firm underground erosion control wall structure, so as to improve the firmness and reliability of the dike. The top view effects of the main wall and the tie wall can be regarded as being formed by sequentially connecting several I-shaped units (see Figure 2 ), so it can be called an I-shaped erosion control wall.

[0035] In the straight extension area, the distance between the two main walls remains equal. At least part (a section in the vertical direction) of the tie wall (or tie plate, or middle partition wall) is a reinforced concrete structure with internal reinforcement. The vertical dimension of the tie wall can be significantly smaller than the vertical dimension of the main wall, usually corresponding to the upper middle part of the main wall in the vertical (or longitudinal) direction. The two ends of the tie wall are respectively connected to the corresponding main wall as a whole. For example, in one instance, the tie wall is a reinforced concrete structure at a distance of 11.5 m - 14.5 m from the ground, and the rest is a plain concrete structure.

[0036] A unified capping beam is set at the top of the two main walls, and the whole frame structure is connected by the capping beam and the tie wall. When the flood scours away the front soil mass, the erosion control wall structure can still remain stable. In one instance, the erosion control wall is 0.8 m wide, with a total height of 23 m and an embedded depth of 11 m. Through the combined action of the underground erosion control wall structure and the existing protection structure, on the premise of not affecting the flood discharge capacity of the river channel, the overall stability and anti-scouring safety of the flood control dike are ensured. When encountering flood scouring, it can more effectively resist the local scouring of the flood in front of the erosion control wall structure (on the river channel side) and ensure the safety of the dike. In one instance, it can meet the flood control design standard of once in ten thousand years.

[0037] The underground erosion control wall structure of the present invention can be constructed by the following construction methods:

[0038] 1) Fabrication of the steel reinforcement cage and the socket joint

[0039] Adopt the T-shaped steel reinforcement cage 30, and set the socket joint 20 with a socket type for connecting between two T-shaped steel reinforcement cages and the socket steel reinforcement cages.

[0040] Due to the influence of site and geological conditions, etc., it is often difficult to construct the groove of the I-shaped diaphragm wall section and hoist the I-shaped steel reinforcement cage on site. The groove of an I-shaped wall unit is divided into two T-shaped groove sections. Correspondingly, the steel reinforcement cage is also set as a T shape. First, construct one T-shaped groove section (which can be called the first-opened groove section), and then construct the other T-shaped groove section (which can be called the closed groove section). Connect the inserted steel reinforcement cages of the two T-shaped steel reinforcement cages through the insertion joint 20 to form the required I shape.

[0041] In the T-shaped steel reinforcement cage 30, the part located in the main wall is equivalent to a large rectangular steel reinforcement cage, which can be called the main body steel reinforcement cage 31. The part located in the tie wall (half of the tie wall) is equivalent to a small rectangular steel reinforcement cage, which can be called the inserted steel reinforcement cage 36. The end of the inserted steel reinforcement cage (the outer end in the horizontal direction) can be called the inserted end (the inserted end of the T-shaped steel reinforcement cage). The main body steel reinforcement cage and the inserted steel reinforcement cage in the T-shaped steel reinforcement cage are prepared integrally. The main reinforcement bars perpendicular to the main body steel reinforcement cage (main wall) in the inserted steel reinforcement cage extend into the main body steel reinforcement cage (and can reach the outer steel mesh of the main body steel reinforcement cage), and are connected (for example, welded) to the main reinforcement bars in the main body steel reinforcement cage.

[0042] The inserted ends of the two T-shaped steel reinforcement cages docked into an I shape are respectively inserted into the corresponding side sockets of the insertion joint (between the two wing plates on the corresponding side of the I-beam and the steel mesh outside the two wing plates). The insertion joint adopts an I-beam (or H-beam) insertion joint, which is provided with an I-beam. Rectangular steel mesh sheets 25 for lapping with the inserted steel reinforcement cages of the corresponding T-shaped steel reinforcement cages are welded on both sides of the two wing plates 23 of the I-beam. After inserting the inserted end into the insertion joint, the two steel mesh sheets on the corresponding side of the insertion joint are respectively lapped on both sides of the inserted steel reinforcement cage.

[0043] i) Fabrication of the T-shaped steel reinforcement cage

[0044] Under the background of the existing technology, the mechanical connection method can be adopted for the connection of the main reinforcement bars of the T-shaped steel reinforcement cage. The spacing between the main reinforcement bars should be greater than 1000 mm, and the number of joints in the same connection area should not exceed 50% of the total; when fabricating the steel reinforcement cage, the longitudinal and transverse reinforcement bars are connected by electric welding. Trusses 32 are arranged inside the steel reinforcement cage. The truss bars adopt single-sided welding, with a length of not less than 10d. The joint positions should be staggered from each other. The percentage of welded joints in the same connection section should not be greater than 50%. The intersections of the longitudinal and transverse truss bars need to be spot-welded. All intersections within 0.5 m around the steel reinforcement cage need to be spot-welded. The lap dislocation and joint inspection should meet the requirements of the reinforced concrete code. The steel bars should be kept straight, with a clean surface without oil stains. 50% of the internal intersections are spot-welded. 100% of the intersections at the trusses of the steel reinforcement cage and 1 m above and below the lifting points of the steel reinforcement cage need to be spot-welded. Such fabrication can well ensure the overall flatness of the steel reinforcement cage without affecting the lifting.

[0045] The widths of the main reinforcement cage and the inserted reinforcement cage of the T-shaped reinforcement cage are designed according to the width requirements of the main wall and the tie wall. The insertion part (the part near the inserted end) 37 of the inserted reinforcement cage is used to insert into the socket (the space between the two wing plates on the same side and the reinforcement mesh / horizontal reinforcement on the two wing plates) of the inserted joint. Its width is smaller than the width of the main part of the inserted reinforcement cage to meet the requirements of socket connection. Two horizontal reverse bends can be set on the horizontal bars to achieve the width change between the main part and the insertion part of the inserted reinforcement cage.

[0046] The connection between the reinforcement cages in the main wall (the main reinforcement cage in the T-shaped reinforcement cage) adopts a concave-convex flexible joint. One end of the main reinforcement cage is set as concave, and the other end is set as convex. During construction, a joint pipe is placed outside the concave end 33 of the main reinforcement cage of the T-shaped reinforcement cage. The joint pipe is left to be pulled out after the adjacent groove section is dug, so as to allow the convex end 34 of the main reinforcement cage of the T-shaped reinforcement of the adjacent groove section to be inserted, realizing the flexible connection of the two main reinforcement cages through the concave-convex cooperation.

[0047] The net protective layer of the main reinforcement bars of the reinforcement cage can be set to 70mm or other thicknesses specified in the specifications. A certain gap should also be left between the ends of the horizontal bars and the joint box and the concrete joint surface. To ensure the thickness of the protective layer, several steel backing plates are set on the horizontal reinforcement bars. The center distance of the steel backing plates is 3m, and there are at least 2 pieces on each surface of each row. The backing plates are made of 4mm thick flat steel, and other suitable methods can also be used to set the steel backing plates.

[0048] ii) Fabrication of the I-beam inserted joint

[0049] The I-beam in the inserted joint is set vertically during use. Reinforcement meshes extending from both sides in the width direction (the horizontal direction corresponding to the wall surface of the corresponding part) are welded on the outer side surfaces of the two wing plates. The reinforcement meshes are usually formed by crossing several horizontal bars and several longitudinal bars / vertical bars, or can be several horizontal bars distributed up and down without longitudinal bars connected to form a mesh structure. One or more longitudinal bars (or diagonal bars) can be welded to connect the horizontal bars into a whole for convenient operation. The reinforcement bars and their distribution patterns on the reinforcement mesh can be the same as those on the reinforcement mesh of the inserted reinforcement cage (the reinforcement mesh forming the large surface). The vertical position of the reinforcement mesh on the inserted joint is adapted to the vertical position of the inserted reinforcement cage in the T-shaped reinforcement cage to achieve the required lap joint. The length of the reinforcement mesh (the dimension in the wall length direction) can be appropriately set according to the lap joint length requirement to meet the lap joint requirement. In one example, the reinforcement mesh uses Ф25 reinforcement bars, the mesh length is 870mm, the width (vertical dimension) is 660mm, and the height of the I-beam is 15.5m.

[0050] To prevent the concrete from flowing around during pouring, a grout stop (or grout stop plate) 27 is provided on the socket joint. For example, on the outer sides of the two flange plates of the I-beam and the steel mesh, one thin iron sheet with a thickness of 0.2 mm and a width of 1000 mm is laid respectively, and is compacted with fixed steel bars (pressing bars) 28 with a diameter of 10 mm and fixed on the outer side of the flange plate of the I-beam. The upper and lower ends of the pressing bars can be welded to the flange plate.

[0051] In addition, a joint box matching the socket joint is also prepared. For the first grooving section, the joint box is hoisted and placed on the other side of the socket joint to resist the pressure of the concrete on the socket joint and ensure the stability of the socket joint during pouring. The joint box is a box body (cylindrical shape) adapted to the socket of the socket joint. During use, it is inserted into the socket on the corresponding side of the socket joint (between the two flange plates and the steel mesh connected to the two flange plates). The inner end of the joint box abuts against the web plate 22 of the I-beam. The steel plate on the outer side (backward / away from the socket joint side) of the joint box is located outside the socket of the socket joint, and its width (dimension in the wall width direction) is greater than the width of the main body part of the joint box and is approximately equal to the groove width. After hoisting in place, the gap (gap in the groove) behind the joint box is filled with sand and gravel, etc. to support the joint box and prevent the joint box from moving or tilting.

[0052] After the closed groove section is grooved, the joint box is pulled out so that the socket end of the T-shaped steel cage of the closed groove section can be inserted into the socket on this side of the socket joint.

[0053] Precautions for the fabrication and installation of the steel cage and socket joint:

[0054] i) The steel cage is fabricated according to the reinforcement drawing of the diaphragm wall (such as the scour protection wall) and the division of the unit groove section;

[0055] ii) The mechanical connection method is adopted for the connection of the main wall reinforcement, and it is carried out in accordance with the "General Technical Specification for Mechanical Connection of Reinforcement" (JGJ107-2016). The spacing of the main reinforcement joints is greater than 1000 mm, and the number of joints in the same connection area shall not exceed 50% of the total number;

[0056] iii) For the wall where embedded parts are required, the elevation error of the embedded parts shall not be greater than 10 mm;

[0057] iv) The longitudinal main reinforcement at the lower end of the steel cage should be bent inward to prevent the steel bars from scratching the groove wall during hoisting, but the degree of inward bending should not affect the insertion of the concrete pouring conduit;

[0058] v) When fabricating the steel cage, the position of the conduit used for pouring concrete should be determined in advance. Since this part of the space needs to be vertically through, it can be reinforced by adding stirrups and connecting bars, etc. according to actual needs;

[0059] vi) To prevent the steel bars from jamming the conduit, the longitudinal main reinforcement should be placed on the inner side and the horizontal steel bars should be placed on the outer side.

[0060] vii) The net protective layer of the main reinforcement bars of the steel reinforcement cage is 70 mm. There should be a certain gap between the ends of the horizontal bars and the joint box and the concrete joint surface. To ensure the thickness of the protective layer, steel backing plates are placed on the horizontal bars. The center spacing of the steel backing plates is 3 m, and there are at least 2 plates on each row and each side. The pads are made of flat steel with a thickness of 4 mm.

[0061] viii) For the embedded parts (such as stress gauges, inclinometers, piezometers and other test elements) buried in the wall, position them according to the requirements and do a good job in protection to ensure the survival rate of each test element.

[0062] ix) To prevent the concrete from flowing around during pouring, the slurry stop plate measure is adopted, that is, on both sides of the wing plates of the I-beam near the reinforcement bars, one thin iron sheet with a thickness of 0.2 mm and a width of 1000 mm is laid longitudinally on each side, and it is fixed on the I-beam by pressing with steel bars with a diameter of 10 mm.

[0063] x) For the anti-scour wall with embedded parts required, the elevation error of the embedded parts shall not be greater than 10 mm.

[0064] xi) The longitudinal main reinforcement bars at the lower end of the steel reinforcement cage should be bent inward to prevent the reinforcement bars from scratching the groove wall during hoisting, but the degree of inward bending should not affect the insertion of the concrete pouring conduit.

[0065] xii) When fabricating the steel reinforcement cage, the position of the conduit used for pouring concrete should be determined in advance. Since this part of the space needs to be vertically through, additional stirrups and connecting bars should be added around for reinforcement.

[0066] xiii) To prevent the reinforcement bars from jamming the conduit, the longitudinal main reinforcement bars should be placed on the inner side and the horizontal reinforcement bars should be placed on the outer side.

[0067] xiv) The net protective layer of the main reinforcement bars of the steel reinforcement cage is 70 mm. There should be a certain gap between the ends of the horizontal bars and the joint box and the concrete joint surface. To ensure the thickness of the protective layer, steel backing plates are placed on the horizontal bars. The center spacing of the steel backing plates is 3 m, and there are at least 2 plates on each row and each side. The pads are made of flat steel with a thickness of 4 mm.

[0068] xv) For the anti-scour wall with embedded parts such as stress gauges, inclinometers, piezometers and other test elements, position them according to the requirements and cooperate with the relevant units to do a good job in protection to ensure the survival rate of each test element.

[0069] xvi) To prevent the concrete from flowing around during pouring, the slurry stop plate measure can be adopted, that is, on both sides of the wing plates of the I-beam near the reinforcement bars, one thin iron sheet with a thickness of 0.2 mm and a width of 1000 mm is laid longitudinally on each side, and it is fixed on the I-beam by pressing with steel bars with a diameter of 10 mm.

[0070] 2) Ground hardening and guide wall construction

[0071] The guide wall is an important measure for guiding the slot-forming equipment, and the quality of its completion directly affects the axis and elevation of the erosion control wall. The guide wall is also an important measure for storing slurry to stabilize the liquid level, maintaining the stability of the upper soil layer, and preventing soil collapse.

[0072] The guide wall adopts a cast-in-place reinforced concrete structure, and the concrete is C30. The cross-section of the single-sided guide wall is in an inverted L shape. In one example, the thickness of the guide wall is 0.2m, the net height of the guide wall is 1.7m, the net distance is 0.85m, the reinforcement is a single-layer steel mesh of C12@200, and the steel bars are connected by binding.

[0073] The guide wall can be numbered in sections: After the construction of the guide wall is completed, the section lines are immediately drawn on the top surface of the guide wall, and the numbers of the unit trench segments are marked with red paint; at the same time, the elevation of the top of each section of the wall is measured and marked on the construction drawing for future reference.

[0074] 3) Slot-forming construction

[0075] In order to determine the construction technology, slurry ratio and other process parameters of the erosion control wall specifically, the stratum should be carefully studied at the beginning of the construction of the erosion control wall, and after the slot is formed, the construction parameters such as the verticality of the trench segment, the thickness of the sediment, and the stability of the trench wall should be detected in detail, and the subsequent construction of the erosion control wall should be adjusted and guided through these data.

[0076] i) Slurry preparation

[0077] Slurry is one of the most fundamental measures to ensure the stability of the trench wall of the erosion control wall. According to the geological conditions, bentonite slurry, which is composed of bentonite and water, can be used.

[0078] ii) Construction of the slurry system

[0079] During the use of the slurry, the quality may deteriorate, and it is necessary to add new-made slurry or additives for treatment. If it cannot meet the standards after treatment, it must be discarded. Since the slurry in the slurry pit will produce precipitation after being placed for a long time, each slurry pit is equipped with a self-circulation device.

[0080] The performance of the slurry should meet the requirements. In one example, it can be stirred with bentonite and tap water as the main raw materials.

[0081] Before the use of the slurry for protecting the wall, indoor performance tests should be carried out, and the slurry indexes should be adjusted in a timely manner according to the monitoring data during the construction process. If the stability of the trench wall soil cannot be satisfied, the slurry indexes must be adjusted.

[0082] iii) Slurry storage

[0083] According to the actual situation on site, slurry pits can be set up for slurry storage. The number of slurry pits depends on the actual needs, and the capacity of the slurry pits should be able to meet the slurry consumption during the slot-forming construction.

[0084] iv) Slurry circulation

[0085] During the circulation process, a mud separator and a mud pump are used for separation and transportation, and the conveying pipeline is mainly a flexible hose.

[0086] v) Separation and purification of mud

[0087] After the mud is used in one cycle, a mud purification device is used to remove sand from the mud, and new-made mud is supplemented to adjust the bentonite mud, so as to improve the reuse rate of the mud. The method to improve the mud technical index is to supplement barite powder, caustic soda, sodium bentonite, etc. to the purified mud, so that the purified mud basically restores its original wall protection performance.

[0088] vi) Mud treatment

[0089] During the construction of the impact wall, due to site restrictions, the on-site reserved mud trucks need to transport the mud out at any time. For the deteriorated mud stored in the waste mud pond, it is transported out to the designated place by a closed mud tank truck; as the construction of the impact wall progresses, all the mud required for the trench forming construction of the impact wall is transported out.

[0090] vii) Mud construction management

[0091] During the trench forming operation, the mud level in the trench should be kept at the highest level that does not cause mud overflow, and must be more than 1m higher than the groundwater level. When the trench forming operation is suspended, the mud surface should not be lower than 50cm above the top surface of the guide wall.

[0092] viii) Trench forming construction

[0093] Before the trench forming construction, first inject mud into the guide wall and position the hydraulic grab at the trench section to be constructed. When grabbing the trench, the teeth of the hydraulic grab after being fully opened are aligned with the trench section boundary line and grabbed straight to the bottom of the trench; during the trench forming construction, in order to control the impact on adjacent structures and pipelines and the stability of the trench wall, interval construction is adopted between the trench forming of unit trench sections. The construction sequence of the unit trench section is first on both sides and then in the middle (standard trench section). While excavating the trench, mud should be supplemented into the trench in time. After the trench reaches the design elevation, the machine is moved to enter the bottom cleaning work. The excavated muck is transported to the designated spoil ground in a sealed tank truck or a loader in time. [[ID=*]]

[0094] During the construction of the trench section, attention should be paid to controlling the verticality. The position of the grab is controlled by the guide trench, and at the same time, the inclination of the grab is adjusted in time according to the computer of the hydraulic trench forming machine.

[0095] Adopt a T-shaped unit trench section to divide the H-shaped wall unit into two T-shaped unit trench sections (see Figure 2 Example).

[0096] Adopt a construction sequence of skip interval. For example, in Figure 2In the example, for any two adjacent unit trench segments, the trench segment marked with S1 can be constructed first, and then the trench segment marked with S2 can be constructed.

[0097] In the unit trench segment, for the same straight section, the two sides are constructed first and then the middle. For the two intersecting straight sections, the long section is constructed first and then the short section.

[0098] 4) Wall brushing and hole cleaning

[0099] After the trench is excavated to the design elevation, the slurry in the trench is cleaned and replaced. The trench cleaning is carried out 30 min - 60 min after the trench segment excavation is completed. The trench bottom sediment is removed by the trench forming machine. The cleaning depth is not less than the trench forming depth, and slurry replacement is carried out. After hole cleaning, the slurry meets the design requirements, that is, the sediment thickness is ≤ 100 mm. 1 hour after the slurry replacement of the unit trench segment is completed, the slurry density at 500 - 1000 mm from the trench bottom is ≤ 1.15 g / cm3. If the time for lowering the steel bars is more than 4 hours, the sediment thickness needs to be detected. If the design requirements are not met, secondary trench cleaning is required, and the pump suction method or air-lift method is adopted.

[0100] The secondary hole cleaning and slurry replacement can adopt the air-lift reverse circulation process. After the hole making is completed, the drilling rig is removed, and the hole cleaning equipment is installed. The slag discharge pipe uses a Ф200 mm steel pipe and is connected by a flange. The air pipe uses a Ф50 mm high-pressure rubber pipe and the joints are tied firmly with wire. The mixer is lowered to a suitable distance from the hole bottom, the air compressor is started, and slag is discharged from the slag outlet. Note that the slag outlet should not face people to avoid injury, or the slag discharge pipe is connected to the hydrocyclone to directly purify the discharged slag slurry. The air pressure of the air compressor is controlled at 0.5 Mpa, and the air volume is controlled at 7 m3 / min. It ends after the slurry and sediment in the trench hole meet the specification requirements, and then the next pouring process can be carried out. The insufficient slurry in the trench is supplemented by the slurry in the slurry storage tank.

[0101] The wall brush can be used to drag up and down in the trench to brush the mud skin at the I-beam part of the trench segment joint until there is no mud on the steel brush. After hole cleaning, the sediment thickness at the base should meet the requirements.

[0102] 5) Hoisting of T-shaped steel cage and row plug joint

[0103] To ensure that the steel cage has a certain stiffness and prevent deformation during hoisting, 2 reverse U-shaped reinforcing bars can be set at the lifting points, one at the lifting point and one at the fork lever point. Both ends of the reinforcing bar should be welded firmly to the longitudinal bars.

[0104] The steel cage is hoisted integrally at one time. When processing the steel cage, the lifting points should be set according to the weight, size and hoisting method of the steel cage, and hoisting should be carried out strictly in accordance with the content of the hoisting plan to ensure safety during hoisting.

[0105] The steel reinforcement cage is placed into the trench using one main crane (e.g., a 100-ton crawler crane) and one auxiliary crane (e.g., a 60-ton crawler crane). After the main and auxiliary cranes vertically lift the steel reinforcement cage off the ground, remove the auxiliary hook, align it with the trench section position, and slowly lower it into the trench wall. When it reaches the top surface of the guide wall, pass a steel crossbeam through the top of the steel reinforcement cage and place it on the top surface of the guide wall. Transfer the main hook to the lifting bar, lift the steel reinforcement cage to the designed elevation, and finally support the steel reinforcement cage with the steel crossbeam and place it on the top surface of the guide wall.

[0106] For the first excavated trench section, the row plug joint should be hoisted and placed simultaneously.

[0107] For the closed trench section, the row plug joint should be jacked out first.

[0108] When the steel reinforcement cage enters the trench, the center of the lifting point must be aligned with the center of the trench section. Pay attention not to let the boom swing or be affected by other factors to cause the steel reinforcement cage to swing laterally, so as to avoid causing the collapse of the transverse wall.

[0109] After the steel reinforcement cage is placed in the trench, check whether the elevation of its top end meets the design requirements, and then fix it on the guide wall.

[0110] If the steel reinforcement cage cannot be smoothly inserted into the trench, it should be lifted out again. After finding out the reason and solving the problem, lift and place it again. When necessary, repair the trench. The steel reinforcement cage should not be forced to be inserted into the foundation trench in a free-fall state, otherwise it will cause the deformation of the steel reinforcement cage or the collapse of the trench wall, resulting in a large amount of sediment at the bottom of the trench.

[0111] For the first excavated trench section, after the steel reinforcement cage and the row plug joint are hoisted and placed, hoist and place the joint box, place the joint box on the other side of the row plug joint, hoist and place the joint pipe, place the joint pipe outside the concave end of the main steel reinforcement cage, and backfill crushed stones into the gap in the trench outside the joint box and the joint pipe respectively to prevent the lateral pressure generated during concrete pouring from causing the joint box, joint pipe or steel reinforcement cage to move. The particle size of the crushed stones can be 10 - 15 cm.

[0112] For the closed trench section, after the steel reinforcement cage is hoisted and placed, hoist and place the joint pipe, place the joint pipe outside the concave end of the main steel reinforcement cage, and backfill crushed stones into the gap in the trench outside the joint pipe to prevent the lateral pressure generated during concrete pouring from causing the joint box, joint pipe or steel reinforcement cage to move. The particle size of the crushed stones can be 10 - 15 cm.

[0113] In one instance, the steel cage of the 6m first opening width (double I-beams) weighs 9.5t. Multiple lifting points are set. The first one is located 1.5m downward from the top of the steel cage. There are 2 lifting points each on the upper and lower sides, and the main crane is responsible for the lifting. The second one is set 8m downward from the first one, with 2 lifting points on the upper layer. The third one is located 3.0m downward from the second one, with 2 lifting points on the upper part. The fourth one is set 8m downward from the third one, with 2 lifting points on the upper part. The fifth one is located 5.0m downward from the fourth one, with 2 lifting points on the upper part. The fourth and fifth ones are lifted by the auxiliary crane.

[0114] In one instance, "["-shaped support bars are set at the position of the first main lifting ring, with a total of 4 bars welded to the longitudinal main bars. The main lifting ring uses a "U"-shaped steel cage for each lifting point. The lifting rings use round steel of Φ25, welded between the two main bars. The single-sided welding length is not less than 10d or the double-sided welding length is not less than 5d. The welds are full and crack-free, with regular bending shapes. The elevation of the lifting rings in the same row is basically the same, and there should be no excessive differences. The second to fourth main lifting rings are made of Φ25 round steel hot-bent into a "J" shape. The two main bars at the position of the main lifting ring are double-sided welded at the intersection with the distribution bars. The lifting rings and the truss bars are fully welded, and the weld length shall not be less than 10d. The effective thickness of the weld shall not be less than 0.3 times the diameter of the main bar; the weld width shall not be less than 0.8 times the diameter of the main bar. The horizontal distribution bars and the main bars should be double-sided spot-welded at the intersection positions within 1m in all directions (up, down, left, and right) of the lifting points. The transverse truss bars and the main bars are spot-welded on both sides.

[0115] Docking of the T-shaped steel cage: The two T-shaped steel cages corresponding to the two sides of the I-shaped steel are respectively called steel cage A and steel cage B. First, excavate the unit trench A of steel cage A (which can be called the first excavated trench), and lift steel cage A and the socket joint together to the set position in unit trench A. The trench length in unit trench A corresponding to the tie wall should be suitable for the placement of steel cage A (the socket steel cage of steel cage A) and the socket joint. The socket end of steel cage A is inserted into the corresponding socket of the socket joint. The joint box is lifted and placed on the other side of the socket joint, inserted into the other socket of the socket joint, and the gap on its outer side (the other side away from the socket steel cage of steel cage A) is filled. Then, the concrete pouring of trench A is carried out. After the pouring is completed, excavate the unit trench B of steel cage B (which can be called the closing trench), pull out the joint box, lift steel cage B into trench B, and the socket end of steel cage B is inserted into the corresponding socket of the socket joint. Thus, the socket steel cages of steel cage A and steel cage B are connected through the socket joint, forming the built-in steel bars of the tie wall. After setting the joint pipe and filling the gap, the concrete pouring of trench B is carried out to complete the construction of the I-shaped wall.

[0116] 6) Place the conduit

[0117] i) The conduit shall be made of steel pipes with a diameter of 200mm - 350mm. The joints between each section of the conduit shall be connected by screw threads, and rubber gaskets shall be added at the joints for sealing. When splicing the pipe sections, the joints shall be sealed and firm. Before use, the conduit shall be assembled and pressure-tested. The test water pressure shall be preferably 0.6 - 1.0MPa to prevent water leakage of the conduit during concrete pouring.

[0118] ii) Before use, the assembled conduit must be subjected to an airtightness test, and the test pressure shall not be less than the pressure of 1.3 times the mud density within the hole depth.

[0119] iii) The horizontal layout spacing of the conduits shall not be greater than 3m, and the distance from the two ends of the groove section shall not be greater than 1.5m. The bottom of the conduit shall be 30 - 50cm away from the bottom of the hole, and the top shall be fixed and placed on the guide wall by a pouring frame. The conduit shall protrude not less than 0.5m above the top of the capping beam. After the conduit is installed, check the mud specific gravity and viscosity in the groove and the sediment thickness at the bottom of the wall. If it exceeds the standard, use the gap between the conduit and the steel cage for secondary bottom cleaning. There are 3 conduits arranged in the plane layout, 2 conduits arranged along the river axis direction, and 1 conduit arranged in a T-shaped layout.

[0120] iv) Before pouring the concrete for each groove section, at least 6 sonic logging tubes shall be arranged, with a spacing not greater than 1.5m. Among them, 1 sonic logging tube is arranged in a T-shaped layout. The wall thickness of the sonic logging tube shall not be less than 1mm, and it is a steel pipe with a diameter of 50mm. The sonic logging tube shall protrude 100mm above the concrete.

[0121] 7) Concrete pouring

[0122] i) The concrete pouring must start within 4 hours after the completion of bottom cleaning and slurry replacement. First, pour the concrete for the anti-scour wall. When the concrete level reaches the position of the tie wall, pour the concrete for the tie wall synchronously.

[0123] ii) Commercial concrete shall be used, and the mix proportion shall meet the design requirements. The slump shall be 20cm ± 2cm. The transportation shall be carried out by a mixer truck. According to the design requirements, all indicators of the concrete shall meet the design and specification requirements.

[0124] iii) Before pouring the concrete in the groove hole, carefully prepare a pouring plan, and reasonably allocate the conduits according to the specific depth and length of the groove hole. The pouring length of the groove section in this project is 6.0m, and 3 sets of conduits are configured. Before pouring the concrete, the pouring derrick must be erected firmly, place the conduit in the card slot of the central hole of the pouring derrick, and place a storage hopper at the top of the conduit.

[0125] iv) The concrete is poured directly from the concrete mixer truck into the concrete conduit. During pouring, a rubber bladder is placed in the conduit and poured together with the concrete. The amount of concrete poured for the first time should ensure that the lower end of the conduit is buried in the concrete, and the depth of the conduit burial is not less than 2m. The pouring should be continuous. The top surfaces of the concrete on both the left and right sides should be approximately level, and the height difference between any two points should not be greater than 50cm. The depth of pouring should be measured in a timely manner with a sounding rope, and the rising speed and pouring volume of the concrete should be calculated. The conduit should be lifted in a timely manner during pouring. Pour until 50cm above the designed top surface, then pull out the conduit to complete the pouring.

[0126] v) During the concrete pouring process, the rising speed of the concrete surface is controlled at 3m / h to 5m / h; the depth of insertion of the lower end of the conduit into the concrete should be controlled at 2 to 6m, not too deep or too shallow. When the insertion depth is large, the influence range of the concrete extrusion is large, and the concrete in the deep part is dense and has high strength. However, it is easy to cause too much coarse aggregate to deposit at the lower part, while more mortar accumulates on the concrete surface layer. If the conduit is inserted too shallowly, the concrete is pushed in a paving manner, and the slurry is easily mixed into the concrete, affecting the strength of the concrete. Therefore, the depth of the conduit buried in the concrete shall not be less than 2m nor greater than 6m.

[0127] vi) When the concrete is poured near the top of the anti-scour wall and it is difficult for the concrete in the conduit to flow out, the pouring speed should be appropriately reduced. If the concrete cannot be poured further, the conduit can be moved up and down, but the height of the up and down movement of the conduit cannot exceed 30cm.

[0128] vii) During the pouring process, the conduit cannot move horizontally, otherwise the sediment or slurry will be mixed into the concrete.

[0129] viii) The concrete should be poured continuously without long interruptions. Generally, an interruption of 5 to 10 minutes is allowed, and the longest interruption is only allowed to be 20 to 30 minutes to ensure the uniformity of the concrete. During construction, it should be based on the principle of pouring the concrete within 1.5 hours after it is mixed well.

[0130] ix) During the pouring process, the rising height of the concrete should be measured frequently with a sounding hammer. Since the rising surface of the concrete is generally not horizontal, measurements should be taken at more than three positions to determine the length of the conduit to be removed.

[0131] x) There is a layer of floating slurry on the top of the anti-scour wall after pouring, so the top surface of the concrete needs to be overpoured by more than 0.5m above the designed elevation.

[0132] xi) At the beginning of the concrete pouring, especially when the concrete is just about to bury the steel reinforcement cage, the speed should be slow. If necessary, measures should be taken to prevent the steel reinforcement cage from floating up.

[0133] xii) Construction sequence / steps: Erecting the concrete pouring derrick ─ arranging the conduit (length and spacing) ─ setting up the conduit frame ─ laying the orifice cover plate ─ laying down the conduit ─ placing the storage hopper ─ placing the bladder ─ pouring concrete ─ removing the conduit.

[0134] 8) Treatment of impact wall joints

[0135] In any two adjacent unit slot segments, in a phase slot segment (for example, Figure 2 After pouring (in the example, the trough section marked as S1) is completed, the soil layer with concrete flowing around within the upper 3-5m range should be excavated first to prevent difficulties in handling after the concrete solidifies. Be careful not to collide with the I-beam when grabbing.

[0136] When the anti-collision wall is being formed into a trench, the grab bucket must be positioned accurately to prevent misalignment. Figure 2 (For example, the trench section marked as S2) After digging the hole, the wall must be brushed clean until there is no mud on the steel brush. After digging to the designed elevation, use a grab bucket to grab the sediment at the bottom of the wall to prevent mud from being caught in the joints.

[0137] 9) Crown beam casting

[0138] After the main wall is cast, its longitudinal reinforcement is exposed from the top of the main wall and extends out of the casting area of the crown beam.

[0139] When laying out the crown beam reinforcement and formwork, the longitudinal reinforcement exposed from the top of the main wall is used as part of the crown beam reinforcement, which is tied together with the newly laid crown beam reinforcement, and then the crown beam concrete is poured.

[0140] The top surface of the main wall is used as the base (part of the foundation) for pouring the cap beam, so that the cap beam is consolidated with the top surface of the main wall.

[0141] Unless otherwise specified or when one preferred or optional technical means is a further limitation of another technical means, the preferred and optional technical means disclosed in the present invention can be arbitrarily combined to form several different specific implementation methods.

Claims

1. An anti-scouring structure for a dike of an underground reinforced concrete wall, provided with a main wall body, the main wall body being a diaphragm wall, characterized in that, There are two main walls, which are parallel to each other. There are several tie walls between the two main walls. The steel cages in the main walls and the tie walls are T-shaped steel cages. The T-shaped steel cages include a main steel cage in the main wall on one side and a row steel cage in the tie wall. The row steel cages of the two T-shaped steel cages in the same tie wall are connected by a row joint to together constitute the steel bars in the tie wall. The row joint includes an I-beam, which is vertically arranged, and its two wing plates are parallel to the wall surface of the tie wall. A steel mesh is provided on each of the transverse sides of the wing plate. The steel mesh extends transversely from the corresponding side of the wing plate and overlaps the outer side of the row steel cage of the T-shaped steel cage on the corresponding side. A plug-in part is provided on the row steel cage of the T-shaped steel cage, and the plug-in part is inserted into the two wings of the I-beam of the corresponding row joint. The tops of the two main walls are provided with a unified crown beam, and the bottoms on both sides of the crown beam are respectively consolidated with the top surfaces of the main walls corresponding to each side. The steel mesh is provided with a number of transverse reinforcements distributed up and down, and is provided with or without longitudinal reinforcements cross-connected with the transverse reinforcements to form a mesh structure. The inner ends of the steel mesh are welded to the outer surfaces of the corresponding I-beam wing plates. The specifications and spacing of the transverse reinforcements on the steel mesh are consistent with the specifications and spacing of the transverse reinforcements on the inserted steel cage of the T-shaped steel cage. Both wings of the I-beam are provided with stop grouts, which extend from at least one side of the wing plate. The width of the plug-in part of the inserted steel cage is smaller than the width of the main part of the inserted steel cage, and a transition section with gradually decreasing width is provided between the main part and the plug-in part of the inserted steel cage.

2. The underground reinforced concrete wall dike anti-scour structure according to claim 1, characterized in that, The slurry-stopping piece is a rectangular thin iron sheet.

3. The anti-scour structure of the underground reinforced concrete wall dike according to any one of claims 1-2, characterized in that, The main steel cage and the inserted steel cage of the T-shaped steel cage are both rectangular cage-shaped.

4. The construction method of the underground reinforced concrete wall dike anti-scour structure according to any one of claims 1-3, characterized in that The main wall and the tie wall are grooved and cast together. During the groove forming process, several T-shaped unit groove sections are divided. The grooves used to cast the same tie wall belong to two opposite T-shaped groove sections, and one is the first groove section and the other is the closed groove section. In the two opposite T-shaped groove sections involving the same tie wall, the first groove section is excavated first. After the groove forming is completed, the T-shaped steel cage and the row plug joint are hoisted into the groove together. The plug-in part of the row plug steel cage is inserted between the two wing plates on the corresponding side and the two steel mesh sheets extending from the two wing plates respectively. The joint box is hoisted into the groove outside the row plug joint, and the joint box is inserted between the two wing plates on the corresponding side and the two steel mesh sheets extending from the two wing plates respectively. The inner end of the head box is against the waist plate of the I-beam, and the joint pipe is hoisted to the concave end side of the main steel cage of the T-shaped steel cage. The inner side of the joint pipe is located in the concave vertical surface of the end of the main steel cage. The slot on the outside of the joint box is filled, the slot on the outside of the joint pipe is filled, and concrete is poured; after the construction of the first grooving section is completed, the closed grooving section is excavated. After the grooving is completed, the joint box is pulled out and the T-shaped steel cage is hoisted into the grooving. The joint pipe is hoisted to the concave end side of the main steel cage of the T-shaped steel cage. The inner side of the joint pipe is located in the concave vertical surface of the end of the main steel cage. The slot on the outside of the joint pipe is filled, and concrete is poured; after the construction of the two main walls is completed, the crown beam is poured.

5. The construction method of the anti-scour structure of the underground reinforced concrete wall dike according to claim 4, characterized in that, Set the guide wall before grooving construction.

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